A tunnel confining pressure monitoring system and method

Abstract

The present application relates to a kind of tunnel confining pressure monitoring system and method, monitoring system includes: measurement component, multiple reference positions in the axial and / or radial of tunnel are distributed;Transmission mechanism is used to collect strain information from measurement component, and at least one reference position's strain information and the strain state variation parameter associated with this reference position in time and / or space is sent to data analysis mechanism;Data analysis mechanism is based on time and / or spatially associated strain information and strain state variation parameter to determine the strain stability level of the tunnel section where reference position is located.The monitoring method includes: obtaining the strain information of multiple reference positions in the axial and / or radial of tunnel;Based on the correlation between associated deformation and stress, synchronously analyze strain information and the first strain state variation parameter associated with strain information to determine the strain stability level of the tunnel section where reference position is located by the difference degree of first strain state variation parameter.

Description

Technical Field

[0001] This invention relates to the field of geotechnical engineering monitoring technology, and in particular to a tunnel confining pressure monitoring system and method. Background Technology

[0002] Tunnel confining pressure monitoring involves monitoring the stress and strain in the tunnel circumferential direction. This is reflected in the monitoring of radial deformation and stress changes in different tunnel types, especially the monitoring of the changes in the circumferential influence range of the tunnel surrounding rock from near to far. The main deformation monitoring items include sidewall convergence, crown settlement, base heave, and deep soil settlement along the tunnel circumferential direction (from the tunnel's soil-facing surface to the ground surface). The main stress change monitoring items include stress gauge readings of the initial support steel bars, earth pressure on the outer side of the support, and stress changes on the top and sides of the pile column structure inside the tunnel.

[0003] An existing technology, such as the patent document with publication number CN109139112A, discloses an automatic monitoring system for tunnel structures, comprising measuring tools and a monitoring platform. The measuring tools include a tunnel horizontal convergence detection unit, a tunnel arch settlement detection unit, a track vertical displacement detection unit, a tunnel lining transverse stress detection unit, a tunnel lining longitudinal stress detection unit, a field blasting detection unit, and a total station. The monitoring platform is located outside the tunnel and is electrically connected to each of the aforementioned measuring tools. This invention's automatic monitoring system utilizes the measuring tools to acquire real-time information on tunnel structural deformation, stress changes, and vibration velocity reflected in the monitoring section, thereby accurately understanding the operational status of existing tunnels. Furthermore, this invention provides an automatic monitoring method for tunnel structures, employing the aforementioned automatic monitoring system to accurately obtain complete data on the continuous impact of new tunnel construction on existing tunnels, reflecting real-time information on the operational safety of existing tunnels, and accurately guiding the construction of new tunnels.

[0004] As disclosed in patent document CN105332739A, a device and method for monitoring the stress on a tunnel support structure is provided. The monitoring device includes a steel bar strain gauge, a first earth pressure gauge, a first concrete strain gauge, a surface strain gauge, a second earth pressure gauge, and a second concrete strain gauge. The steel bar strain gauge monitors the anchor bolt strain; the first earth pressure gauge monitors the contact pressure between the initial support and the surrounding rock; the first concrete strain gauge monitors the circumferential strain of the shotcrete; the surface strain gauge monitors the axial strain of the steel profile; the second earth pressure gauge monitors the contact pressure between the secondary lining and the initial support; and the second concrete strain gauge monitors the circumferential strain of the secondary lining concrete. Compared with existing technologies, this invention has a more reasonable installation location, and the measurement results can be mutually verified and corrected, improving the accuracy and reliability of the measurement results.

[0005] However, the monitoring devices proposed in the aforementioned patents are relatively independent, while the overall structure formed by "support-surrounding rock-environment" is interactive. In particular, in the prior art, the surrounding rock and the initial support are kept in a relatively stable state through the early support and initial support, and then the secondary initial lining is selected as a safety guarantee. Therefore, it is necessary to conduct comprehensive monitoring of the tunnel interior and establish a correlation between deformation and stress changes to determine the cause of strain changes. Currently, it is usually only for a specific monitoring quantity, such as stress change. Therefore, this invention uses sensors installed on the surrounding rock and the initial support to collect the strain state of the surrounding rock and the initial support, and then evaluates the steady-state structure of the surrounding rock and the initial support based on the strain correlation changes distributed at different radial reference positions, so as to select the appropriate timing for secondary initial lining and the initial support reinforcement measures.

[0006] Furthermore, according to existing technology, during tunnel construction, a combined tunnel support structure, typically composed of "initial support (radially outward)" and "secondary lining (radially inward)," is used to bear the radial inward pressure of the surrounding rock. During structural stress characteristic analysis, the stress and strain state of the tunnel support structure (i.e., the radial force between the structure and the surrounding rock, and consequently the radial force between the initial support and the secondary lining) as well as the radial displacement changes of the surrounding rock, initial support, and secondary lining should be collected in real time to monitor the radial mechanical and displacement state of the surrounding rock related to tunnel construction.

[0007] The reason why current technologies extensively study the radial variation of tunnels (or rather, only the radial deformation state) is that tunnel construction technicians generally believe that an unlimited number of sensors can be deployed along the tunnel's length to accurately analyze the radial support at each cross-section, thereby ensuring construction safety. However, in reality, for simplification and cost considerations, sensors are only deployed at a limited number of key locations along the tunnel's length to measure stress and deformation. In other words, in current tunnel construction, the spacing of sensors along the tunnel's length lacks scientific basis; they are simply set at uniform intervals or independently at points with special geological conditions or specific turning points.

[0008] Furthermore, on the one hand, there are differences in understanding among those skilled in the art; on the other hand, the inventors studied a large number of documents and patents when making this invention, but due to space limitations, not all details and contents were listed in detail. However, this does not mean that the present invention does not possess the features of these prior art. On the contrary, the present invention already possesses all the features of the prior art, and the applicant reserves the right to add relevant prior art to the background art. Summary of the Invention

[0009] The system operation disclosed in this invention operates based on monitoring sensitive correlation factors of changes. It correlates two or more factors to jointly analyze the changes in underground structures at different distances from the outer ring (e.g., the cross-sectional profile formed by the surrounding rock and initial support) caused by tunnel deformation. In particular, through the method of this invention, it correlates the relationship between deformation and stress along the tunnel length, treating the "tunnel-surrounding rock-environment" three-dimensional space as a whole and simultaneously analyzing the effects of its dynamic deformation correlation along the tunnel length. Ultimately, it discovers the inherent micro-deformation inducements and key factors such as acceleration, makes information-based decision-making instructions, and implements dynamic targeted intervention measures to suppress trends of deformation that are detrimental to safety risk management or structural damage. Thus, even when sensors for measuring radial stress and / or deformation are only deployed at limited key locations along the tunnel length, during tunnel construction, the influence of the expected deformation of the surrounding rock on the interval positions along the tunnel length can be determined by deeply deployed sensors, so as to more scientifically set the optimal placement positions of the "sensors for measuring radial stress and / or deformation" along the tunnel length.

[0010] To this end, the present invention discloses a tunnel confining pressure monitoring system, comprising: a measuring component distributed at multiple reference locations along the axial and / or radial direction of the tunnel; a transmission mechanism for collecting strain information from the measuring component and transmitting strain information at at least one reference location, along with strain state change parameters associated with that reference location in time and / or space, to a data analysis mechanism; and a data analysis mechanism for determining the strain stability level of the tunnel section where the reference locations are located based on the strain information and the strain state change parameters, so as to guide dynamic targeted intervention measures.

[0011] According to the present invention, the measuring components are distributed at multiple reference positions in the radial direction at different depths in the radial direction of the tunnel. A first depth position extends into the surrounding rock and / or soil layer at the furthest point from the tunnel, used to determine the deformation trend or displacement of the surrounding rock and / or soil layer at the furthest point from the tunnel. The first sensor located at the first depth position is so far from the tunnel support structure that it can measure the displacement of the surrounding rock and / or soil layer without being affected by the tunnel support structure, or the influence of the tunnel support structure on the displacement of the surrounding rock and / or soil layer is negligible. In other words, the first sensor located at the first depth position primarily measures the displacement of the surrounding rock and / or soil layer at a distance. A large-range displacement sensor can be used here, and to measure displacement in multiple vector directions, preferably eight directions, several sensors can be combined into a large-range multi-directional displacement sensor. Since determining the deformation trend or displacement of the surrounding rock and / or soil layer at the furthest point from the tunnel, rather than requiring quantitative calculation, can be done by burying the sensor, and high-precision positioning of its distance from the tunnel support structure is not required. In the tunnel confining pressure monitoring system of the present invention, the data analysis unit receives data collected by multiple first sensors along the tunnel length direction through the transmission mechanism, and summarizes and analyzes the data. Based on the displacement change parameters of the surrounding rock and / or soil layers over long distances in time and / or space, the data analysis unit can determine the strain stability level of the tunnel section at a first depth location serving as a reference position. This effectively identifies the stress concentration areas or locations of the surrounding rock and / or soil layers, allowing the tunnel confining pressure monitoring system of the present invention to provide more effective reinforcement guidance for construction reinforcement locations, such as changing the thickness, number of layers, and / or amount of steel reinforcement in the secondary lining. Since the first sensors penetrate deep into the soil layer, they can wirelessly provide relevant data to the transmission mechanism. Preferably, the first sensor only transmits relevant data to the transmission mechanism via wired or wireless means when it collects a displacement greater than a set threshold, in response to the receipt of the corresponding over-threshold data. This extends its working time within the soil layer, allowing it to be used for settlement monitoring during subway operation in the future.

[0012] Compared to the first sensor, the measuring component at the radial second reference position outside the tunnel, i.e., the second sensor, is located at a depth closer to the tunnel in the radial direction (i.e., the second sensor at the second depth position), penetrating a smaller distance into the surrounding rock and / or soil layer than the first sensor. The second sensor is used to determine the stress or displacement of the nearby surrounding rock and / or soil layer outside the tunnel. The second sensor is used for quantitative analysis to determine the stress or displacement of the surrounding rock and / or soil layer near the tunnel, and for example, employs a high-precision, small-range sensor. For example, the second sensor receives power from the tunnel confining pressure monitoring system of the present invention via a wired connection and transmits the stress or displacement of the nearby surrounding rock and / or soil layer outside the tunnel to its transmission mechanism via a subscription. The subscription period for high-precision data is set by the data analysis agency based on the threshold data provided by at least one other first sensor located in the construction section where the second sensor is located. This allows for targeted adjustment of the number of data collected by the second sensor in relation to distant displacement. On the one hand, it provides high-precision, real-time alarms, predictive alarms, or reminders. On the other hand, it provides high-precision, real-time recommendations on the thickness, number of layers, and / or amount of steel reinforcement in the secondary lining. It can also combine historical settlement data accumulated during construction to determine the expected stress concentration location after operation and provide personalized construction plans in advance.

[0013] Compared to the first and second sensors, the third and fourth measurement components (i.e., the third sensor located inside the concrete and the fourth sensor located in the steel grid) distributed inside the tunnel's support structure (e.g., the support structure is made of reinforced concrete, in which stress sensors are installed in the steel grid structure and strain sensors are installed in the concrete) are located in a position closer to the tunnel in the radial direction of the tunnel. The first subscription period for high-precision data is set by the data analysis agency based on the threshold data provided by at least one other first sensor located in the construction section where the second sensor is located. The data analysis agency sets the second subscription period for the high-precision data of the third and fourth sensors based on the first subscription period, and adjusts the subscription period for the second sensor and its own high-precision data based on the parameter differences between the second sensor and the data provided by the third and fourth sensors. This allows for real-time adjustment of the subscription period to match the strain stability level of the tunnel section by leveraging the correlation between changes in the surrounding rock or soil layer at the location of the second sensor and changes in the initial support structure. This improves data acquisition and transmission efficiency (based on the tunnel's strain variation pattern, i.e., the deformation and stress of the surrounding rock are radially transmitted to the initial support, the data analysis agency establishes a correlation between the data acquisition of the surrounding rock and the initial support, adjusting the subscription period for high-precision data according to changes in the state of the surrounding rock, thereby enabling more precise monitoring of the tunnel's strain information). Furthermore, it allows for the evaluation of the quality of the initial support work performed by construction personnel. Only a closely fitted initial support and surrounding rock can work in synergy, thereby mobilizing some of the surrounding rock to support surrounding rock from deeper depths, such as supporting the surrounding rock at the second location and the initial support supporting the surrounding rock at the first depth location furthest from the tunnel within the surrounding rock and / or soil layers. The rigid support structure in the initial support, along with the soft support formed by subsequent actions on the surrounding rock and the initial support such as grouting, can effectively control the deformation of the surrounding rock and the settlement of the soil layer. The initial support formed by the rigid and soft support structures can control the initial deformation of the surrounding rock within an appropriate range, enabling the initial support to effectively support the surrounding rock to form a stable structure with stress balance. However, if the initial support fails to achieve effective support due to differences in construction quality, subsequent measures such as strengthening the secondary lining or reinforcing the initial support are required to address the quality of the work. Based on the strain stability level of the initial support, the recommendations for the thickness, number of layers, and / or amount of steel reinforcement of the secondary lining made by the first and second sensors can be corrected and optimized to improve the overall safety factor of the tunnel support.

[0014] According to a preferred embodiment, the data analysis agency determines the strain stability level of the tunnel at the reference location by including:

[0015] For the strain state change at the reference position monitored by the measurement component, obtain the strain state change parameters of another measurement component that is associated with the measurement component in time and / or space;

[0016] Based on the relationship between deformation and stress, the data analysis agency simultaneously analyzes strain information and strain state change parameters associated with strain information to determine the strain stability level of the tunnel at the reference location by the degree of difference in strain state change parameters.

[0017] The strain stability level of the reference position determined based on strain information is corrected according to the preset weights corresponding to the parameters of different strain states.

[0018] Based on the correlation between stress and deformation, the arrangement of the measuring components and the data acquisition method in the system disclosed in this invention enable the system to correlate the strain between the radially distributed surrounding rock (or soil layer) and the initial support in the tunnel section. This allows the system to determine the strain stability level of a reference location based on the parameter changes of the surrounding rock and the initial support. In other words, based on the correlation of strain information in time and space, a correlation is established between stress and deformation changes between reference locations throughout the tunnel section. For the strain state change of any measuring component at one reference location, strain information from another measuring component in the same tunnel section that is correlated with that measuring component in time and / or space is obtained to generate strain state change parameters. Thus, the correlation between reference locations and the difference in the temporal change amplitude between correlated reference locations are determined from parameters such as the response time and amplitude of the strain state change parameters, thereby determining the strain stability level of that reference location.

[0019] Furthermore, sensors arranged along the tunnel length can accurately analyze the radial support of the tunnel at each cross-section. Since the surrounding rock is mostly a layered or blocky monolithic structure, its movement in the form of sliding or rolling, as well as deformations such as bending and shrinkage of the layered structure, will act on multiple tunnel sections. Therefore, based on the changes in the radial surface, a second strain change parameter can be output by the measurement components to establish a correlation between multiple tunnel sections associated with the tunnel section where the reference position is located, based on the strain stability level. This determines the deformation influence range of the surrounding rock corresponding to the reference position. Based on the deformation influence range determined by the above correlation, the density of the measurement components in the next tunnel section is adjusted. On the one hand, the strain stability state of the surrounding rock can be corrected using the strain information of multiple associated tunnel sections, and the strain correlation between reference positions can be corrected. On the other hand, based on the strain correlation between the current reference positions and the corresponding strain stability, current suggestions are given for the position of the measurement components in the next tunnel section.

[0020] In other words, when an anomaly is detected in the strain stability level of a monitored reference location, strain and location information are extracted from the reference location where the anomaly occurs and from multiple reference locations associated with it, distributed along the tunnel's axial and radial directions. By comparing this with previous strain information, the correlation between the reference locations and the magnitude of strain parameter changes under this correlation are determined, thus identifying the impact of the strain change at that reference location. The data analysis agency can correct the linear change parameters of the reference location where the strain stability level anomaly occurs with the stress stability level changes of other associated reference locations within a reasonable threshold range of linear change, avoiding large-scale anomalies. Furthermore, based on parameter changes exceeding the linear change threshold range, the changes at other reference locations are corrected to more accurately evaluate the strain stability level of the reference location. Moreover, the strain stability level of the tunnel section can be corrected based on the scope and degree of the impact of the abnormal changes in strain stability level. Thus, based on the strain stability level of the tunnel section in the above process, appropriate initial support reinforcement measures and secondary lining measures are selected, and the placement of measurement components in the next tunnel section is guided.

[0021] According to a preferred embodiment, the strain state change parameters include a first strain state change parameter and a second strain state change parameter. The first strain state change parameter is the parameter and parameter change of a plurality of interconnected measuring components located at reference positions at different radial distances in the same tunnel section. The second strain state change parameter is the parameter and parameter change of a plurality of interconnected measuring components located at reference positions at the same radial distance in different tunnel sections.

[0022] According to a preferred embodiment, the measuring assembly includes a first measuring assembly and a second measuring assembly for monitoring the strain state of the surrounding rock, a third measuring assembly for monitoring the strain state of the soft initial support structure, and a fourth measuring assembly for monitoring the strain state of the hard initial support structure, so as to monitor strain information at a plurality of reference locations sequentially distributed along the radial direction of the tunnel.

[0023] According to a preferred embodiment, based on the relationship between deformation and stress, the data analysis mechanism simultaneously analyzes strain information and strain state change parameters associated with the strain information, including:

[0024] Synchronously analyze strain information and first strain state change parameters associated with the strain information to determine the strain stability level of the tunnel section where the reference location is located by the degree of difference in the first strain state change parameters;

[0025] The strain stability level of the reference position determined based on strain information and the first strain state change parameter is corrected according to the preset weights corresponding to the second strain state change parameters at different reference positions.

[0026] According to a preferred embodiment, the synchronous analysis of strain information and a first strain state change parameter associated with the strain information includes:

[0027] The strain information of the tunnel section within the first time period is obtained, and the correlation characteristics of the strain state change parameters are solved by the strain information of the tunnel within the first time period. Then, the correlation characteristics of the strain state change parameters within the second time period are used to verify the first time period and determine the strain stability level. The temporal correlation characteristics are monitored based on the time lag in the transmission of strain state changes between reference positions.

[0028] According to a preferred embodiment, the second strain state change parameters based on different reference positions include:

[0029] The preset weights of the second strain state change parameters associated with the reference location are determined based on the degree of difference of multiple first strain state change parameters in multiple tunnel sections located in the same surrounding rock characteristics.

[0030] This invention discloses a method for monitoring tunnel confining pressure, comprising the following steps:

[0031] Obtain strain information at multiple reference locations along the axial and / or radial directions of the tunnel;

[0032] For the strain state change of any measuring component at one of the reference locations, obtain the strain information of another measuring component in the same tunnel section that is associated with the measuring component in time and / or space to generate a first strain state change parameter.

[0033] Based on the relationship between the associated deformation and stress, strain information and the first strain state change parameter associated with the strain information are analyzed simultaneously to determine the strain stability level of the tunnel section where the reference location is located by the degree of difference of the first strain state change parameter.

[0034] According to a preferred embodiment, the method further includes the following steps:

[0035] Obtain second strain state change parameters for at least one reference location in another tunnel segment associated with the reference location;

[0036] The strain stability level of the reference position determined based on strain information and the first strain state change parameter is corrected according to the preset weights corresponding to the second strain state change parameters at different reference positions.

[0037] According to a preferred embodiment, the reference positions include a first reference position and a second reference position located at the location of the surrounding rock, which are distributed sequentially along the radial direction of the tunnel; a third reference position located at the location of the soft initial support structure; and a fourth reference position located at the location of the rigid initial support structure. Attached Figure Description

[0038] Figure 1 This is a simplified overall structural diagram of the tunnel confining pressure monitoring system of the present invention;

[0039] Figure 2 This is a circuit connection diagram of the tunnel confining pressure monitoring system of the present invention;

[0040] Figure 3 This is a flowchart illustrating the tunnel confining pressure monitoring method of the present invention.

[0041] List of reference numerals

[0042] 1: Measurement component; 2: Transmission mechanism; 3: Data analysis mechanism; 11: First measurement component; 12: First measurement component; 13: Third measurement component; 14: Fourth measurement component. Detailed Implementation

[0043] The present invention will now be described in detail with reference to the accompanying drawings.

[0044] like Figure 1 and Figure 2 The tunnel confining pressure monitoring system disclosed in this invention includes a measurement component 1, a transmission mechanism 2, and a data analysis mechanism 3.

[0045] The data monitored by the measurement component 1 is sent to the transmission mechanism 2, and then transmitted to the data analysis structure 3 via the transmission mechanism 2. Based on the data transmission conditions set by the data analysis structure 3, the transmission mechanism 2 sends a data acquisition command to the measurement component 1, thereby enabling the measurement component 1 to acquire the strain information of the tunnel and send it to the transmission mechanism 2.

[0046] The measuring components 1 are distributed at multiple reference locations along the axial and / or radial direction of the tunnel. Preferably, the first measuring component 11 and the second measuring component 12 can be arranged in the surrounding rock and / or soil by means of anchor bolts.

[0047] The transmission mechanism 2 is used to collect strain information from the measurement component 1 and send strain information at at least one reference location, as well as strain state change parameters associated with the reference location in time and / or space, to the data analysis mechanism 3.

[0048] Data analysis unit 3 determines the strain stability level of the tunnel section where the reference location is located based on strain information and strain state change parameters that are correlated in time and / or space, so as to guide dynamic targeted intervention measures.

[0049] According to a preferred embodiment, the data analysis agency 3 determines the strain stability level of the tunnel at the reference location by including:

[0050] For the strain state change at the reference position monitored by the measurement component 1, obtain the strain state change parameters of another measurement component 1 that is associated with the measurement component 1 in time and / or space;

[0051] Based on the relationship between the associated deformation and stress, the data analysis unit 3 simultaneously analyzes strain information and strain state change parameters associated with the strain information to determine the strain stability level of the tunnel at the reference location by the degree of difference in strain state change parameters.

[0052] The strain stability level of the reference position determined based on strain information is corrected according to the preset weights corresponding to the parameters of different strain states.

[0053] In tunnel engineering, establishing corresponding deformation control benchmarks for initial support and surrounding rock is crucial for determining relevant design parameters. During construction, it is essential to ensure the quality control of the initial support and establish a comprehensive quality inspection and evaluation system. To guarantee complete adhesion between the initial support and the surrounding rock and to better utilize the bearing capacity of the surrounding rock itself, backfill grouting and radial grouting should be performed after the initial support is formed. Backfill grouting behind the initial support not only enhances the synergistic working ability of the initial support and surrounding rock but also plays a vital and highly effective role in controlling ground settlement. The lower the strength of the overlying strata, the more pronounced the impact, making it a relatively effective and economical technical measure for controlling ground settlement in tunnels with weak rock and soil layers. The safety of the structure formed by the support and surrounding rock is evaluated by monitoring the structural strain stability, monitoring the displacement and stress caused by deformation, and establishing a correlation between the two.

[0054] Data analysis unit 3 receives clearance information, vibration information, and settlement information via radio transmission. During blasting operations, data analysis unit 3 sequentially receives and transmits the clearance information, vibration information, and settlement information at all reference positions via radio transmission, mapping the strain stability level to the corresponding reference position. Specifically, data analysis unit 3 transmits the strain stability level and the corresponding mapped reference position information received from measurement component 1. When data analysis unit 3 receives a strain state level change that does not change according to the linear parameters of its corresponding reference position, it transmits the strain state level change and the location information of its corresponding mapped tunnel section with a prominent mark. The strain state level change is categorized into three levels—Level 1, Level 2, and Level 3—based on the difference between the strain stability level and the linear parameters corresponding to the tunnel section under normal conditions. The level of strain state level change increases progressively with the increase in abnormal amplitude. The changes in the first-level strain state are highlighted in blue; the changes in the second-level strain state are highlighted in orange; and the changes in the third-level strain state are highlighted in red. Specifically, a third-level strain stability level is defined as a strain stability level where the difference between the strain stability level and the linear parameters corresponding to the tunnel section reaches 100% or exceeds 100% multiple times. Upon receiving a third-level strain stability level, data analysis agency 3 will highlight and filter it in red. A second-level strain stability level is defined as a strain stability level with a difference of 11%-100%. Upon receiving such information, data analysis agency 3 will mark the second-level strain stability level as orange and send it to data analysis agency 3. A first-level strain stability level is defined as a strain stability level with a difference of 0-10%. Upon receiving such information, data analysis agency 3 will mark the first-level strain stability level as blue and send it to data analysis agency 3.

[0055] Data analysis unit 3 is used to analyze and feedback the strain stability level, and store the strain stability level to guide the next monitoring. When data analysis unit 3 receives the initial strain stability level of the first tunnel segment near the blasting location, it simulates the corresponding strain stability level of the remaining tunnel segments using the linear arrangement parameters of the tunnel segment corresponding to the initial strain stability level, and sends this simulation to data analysis unit 3 to calculate and judge the difference between the strain stability level of the remaining tunnel segments and the corresponding strain stability level of the corresponding tunnel segments.

[0056] According to a preferred embodiment, the strain state change parameters include a first strain state change parameter and a second strain state change parameter. The first strain state change parameter comprises the parameters and parameter changes of multiple interconnected measuring components 1 located at reference positions at different radial distances within the same tunnel section.

[0057] The second strain state change parameter is the parameter and parameter change of multiple interconnected measurement components 1 located at multiple reference positions at the same radial distance in different tunnel sections.

[0058] According to a preferred embodiment, the measuring component 1 includes a first measuring component 11 and a second measuring component 12 for monitoring the strain state of the surrounding rock, a third measuring component 13 for monitoring the strain state of the soft initial support structure, and a fourth measuring component 14 for monitoring the strain state of the hard initial support structure, so as to monitor strain information at multiple reference locations sequentially distributed along the radial direction of the tunnel.

[0059] According to a preferred embodiment, based on the relationship between deformation and stress, the data analysis mechanism 3 simultaneously analyzes strain information and strain state change parameters associated with the strain information, including:

[0060] Synchronously analyze strain information and first strain state change parameters associated with the strain information to determine the strain stability level of the tunnel section where the reference location is located by the degree of difference in the first strain state change parameters;

[0061] The strain stability level of the reference position determined based on strain information and the first strain state change parameter is corrected according to the preset weights corresponding to the second strain state change parameters at different reference positions.

[0062] According to a preferred embodiment, the synchronous analysis of strain information and a first strain state change parameter associated with the strain information includes:

[0063] The strain information of the tunnel section within the first time period is obtained, and the correlation characteristics of the strain state change parameters are solved by the strain information of the tunnel within the first time period. Then, the correlation characteristics of the strain state change parameters within the second time period are used to verify the first time period and determine the strain stability level. The temporal correlation characteristics are monitored based on the time lag in the transmission of strain state changes between reference positions.

[0064] According to a preferred embodiment, the second strain state change parameters based on different reference positions include:

[0065] The preset weights of the second strain state change parameters associated with the reference location are determined based on the degree of difference of multiple first strain state change parameters in multiple tunnel sections located in the same surrounding rock characteristics.

[0066] like Figure 3 The present invention discloses a method for monitoring tunnel confining pressure, which includes the following steps:

[0067] S1. Obtain strain information at multiple reference locations in the axial and / or radial directions of the tunnel;

[0068] S2. For the strain state change of any measuring component 1 at one of the reference positions, obtain the strain information of another measuring component 1 located in the same tunnel section that is associated with the measuring component 1 in time and / or space to generate the first strain state change parameter.

[0069] S3. Based on the relationship between the associated deformation and stress, the strain information and the first strain state change parameter associated with the strain information are analyzed simultaneously to determine the strain stability level of the tunnel section where the reference position is located by the degree of difference of the first strain state change parameter.

[0070] S4. Obtain the second strain state change parameters for at least one reference location in another tunnel segment associated with the reference location;

[0071] S5. Correct the strain stability level of the reference position determined based on strain information and first strain state change parameters according to the preset weights corresponding to the second strain state change parameters at different reference positions.

[0072] According to a preferred embodiment, the reference positions include a first reference position and a second reference position located at the location of the surrounding rock, which are distributed sequentially along the radial direction of the tunnel; a third reference position located at the location of the soft initial support structure; and a fourth reference position located at the location of the rigid initial support structure.

[0073] Optionally, the measuring component 1 can be one or more of the following sensors: strain gauge, pressure cell, convergence meter, etc. For example, strain gauges can be installed on the surface of the surrounding rock and the initial support, stress gauges can be installed in the anchor rods and rigid initial support structures in the surrounding rock, deep soil detectors can be arranged in the soil, strain gauges can be installed in the soft support structure, and convergence meters can be installed on the surface of the initial support that is attached to the secondary lining.

[0074] Throughout the text, the features indicated by “preferred” are only optional and should not be construed as mandatory. Therefore, the applicant reserves the right to abandon or delete the relevant preferred features at any time.

[0075] It should be noted that the specific embodiments described above are exemplary, and those skilled in the art can devise various solutions inspired by the disclosure of this invention. These solutions all fall within the scope of this invention and its protection. Those skilled in the art should understand that this specification and its accompanying drawings are illustrative and not intended to limit the scope of the claims. The scope of protection of this invention is defined by the claims and their equivalents.

Claims

1. A tunnel confining pressure monitoring system, characterized in that, include: Measurement components (1) are distributed at multiple reference locations along the axial and / or radial directions of the tunnel; The transmission mechanism (2) is used to collect strain information from the measurement component (1) and send strain information at at least one reference location and strain state change parameters associated with the reference location in time and / or space to the data analysis mechanism (3). The data analysis agency (3) determines the strain stability level of the tunnel section where the reference location is located based on the strain information correlated in time and / or space and the strain state change parameters, so as to guide dynamic targeted intervention measures. The data analysis agency (3) determines the strain stability level of the tunnel section where the reference location is located, including: For the strain state change at the reference position monitored by the measurement component (1), obtain the strain state change parameters of another measurement component (1) that is associated with the measurement component (1) in time and / or space; The strain state change parameters include a first strain state change parameter and a second strain state change parameter. The first strain state change parameter is the parameter and parameter change of multiple interconnected measuring components (1) located at reference positions at different radial distances within the same tunnel section. The second strain state change parameter is the parameter and parameter change of multiple interconnected measurement components (1) located at multiple reference positions at the same radial distance in different tunnel sections; Based on the relationship between the associated deformation and stress, the data analysis agency (3) simultaneously analyzes the strain information and the strain state change parameters associated with the strain information to determine the strain stability level of the tunnel at the reference location by the degree of difference in the strain state change parameters. The strain stability level of the reference position determined based on the strain information is corrected according to the preset weights corresponding to the different strain state change parameters.

2. The tunnel confining pressure monitoring system according to claim 1, characterized in that, The measurement component (1) includes a first measurement component (11) and a second measurement component (12) for monitoring the strain state of the surrounding rock, a third measurement component (13) for monitoring the strain state of the soft initial support structure, and a fourth measurement component (14) for monitoring the strain state of the hard initial support structure, so as to monitor strain information at multiple reference locations distributed sequentially along the radial direction of the tunnel.

3. The tunnel confining pressure monitoring system according to claim 2, characterized in that, Based on the relationship between deformation and stress, the data analysis mechanism (3) simultaneously analyzes strain information and strain state change parameters related to strain information, including: Synchronously analyze strain information and first strain state change parameters associated with the strain information to determine the strain stability level of the tunnel section where the reference location is located by the degree of difference in the first strain state change parameters; The strain stability level of the reference position determined based on the strain information and the first strain state change parameters is corrected according to the preset weights corresponding to the second strain state change parameters at different reference positions.

4. The tunnel confining pressure monitoring system according to claim 3, characterized in that, The synchronous analysis of strain information and the first strain state change parameters associated with the strain information includes: The strain information of the tunnel section within the first time period is obtained, and the correlation characteristics of the strain state change parameters are solved using the strain information of the tunnel section within the first time period. Then, the correlation characteristics of the strain state change parameters within the second time period are used to verify the first time period and determine the strain stability level. The temporal correlation characteristics are monitored based on the time lag in the transmission of strain state changes between reference positions.

5. The tunnel confining pressure monitoring system according to claim 4, characterized in that, The parameters for the change in the second strain state based on different reference positions include: The preset weights of the second strain state change parameters associated with the reference location are determined based on the degree of difference of multiple first strain state change parameters in multiple tunnel sections located in the same surrounding rock characteristics.

6. A method for monitoring tunnel confining pressure based on the tunnel confining pressure monitoring system as described in any one of claims 1 to 5, characterized in that, Includes the following steps: Obtain strain information at multiple reference locations along the axial and / or radial directions of the tunnel; For the strain state change of any measurement component (1) at one of the reference positions, obtain the strain information of another measurement component (1) located in the same tunnel section that is associated with the measurement component (1) in time and / or space to generate the first strain state change parameter; Based on the relationship between the associated deformation and stress, strain information and the first strain state change parameter associated with the strain information are analyzed simultaneously to determine the strain stability level of the tunnel section where the reference location is located by the degree of difference of the first strain state change parameter. The strain stability level of the reference position determined based on the strain information is corrected according to the preset weights corresponding to the different strain state change parameters.

7. The tunnel confining pressure monitoring method according to claim 6, characterized in that, It also includes the following steps: Obtain second strain state change parameters for at least one reference location in another tunnel segment associated with the aforementioned reference location; The strain stability level of the reference position determined based on the strain information and the first strain state change parameters is corrected according to the preset weights corresponding to the second strain state change parameters at different reference positions.

8. The tunnel confining pressure monitoring method according to claim 7, characterized in that, The reference positions include a first reference position and a second reference position located in the surrounding rock, distributed sequentially along the radial direction of the tunnel, a third reference position located at the location of the soft initial support structure, and a fourth reference position located at the location of the hard initial support structure.

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