Real-time monitoring method for deformation of advanced core soil of reconstruction and expansion tunnel

Abstract

The present application relates to the technical field of tunnel face monitoring, and particularly relates to a method and device for monitoring the face of an expanded tunnel based on an existing tunnel. When the existing tunnel is expanded, a plurality of monitoring points are arranged in the advanced core soil area of the expanded tunnel, and displacement monitoring data of each monitoring point is obtained. The advanced deformation of the face of the expanded tunnel is obtained according to the displacement monitoring data of each monitoring point. The expanded tunnel construction is warned according to each advanced deformation. The present application uses the existing tunnel as the working face, arranges a plurality of monitoring points in the advanced core soil area of the expanded tunnel, and then monitors the advanced deformation of the face of the expanded tunnel according to the displacement monitoring data of each monitoring point, so that the deformation of the face of the expanded tunnel can be more accurately monitored, and the construction hazards of the expanded tunnel can be found early, the safety of construction and personnel in the tunnel construction process is ensured, and safety accidents are avoided.

Description

Technical Field

[0001] This invention relates to the field of tunnel face monitoring technology, specifically to a method for real-time monitoring of deformation of the core soil in an expanded or reconstructed tunnel. Background Technology

[0002] A tunnel is an engineering structure buried underground, representing a form of human utilization of underground space. Unlike conventional road construction, tunnels, being buried within the earth, are prone to collapse, which can cause significant property damage. Therefore, during tunnel construction, it is essential to constantly monitor the deformation of the surrounding rock.

[0003] Existing tunnel monitoring technologies typically target the deformation of the tunnel face during excavation, monitoring deformation after excavation to the face. However, there is a close link between the sliding and failure of the core soil and rock ahead of the tunnel excavation and tunnel collapse; tunnel collapses always occur after the core soil slides. Monitoring the pre-excavation deformation of the soil and rock ahead of the tunnel face allows for the earlier detection of potential construction hazards. Furthermore, due to limitations imposed by early road construction standards, many early-built highways have insufficient capacity, leading to numerous reconstruction and expansion projects under construction and planning, including the expansion of existing tunnels. Therefore, this proposal provides a method for real-time monitoring of the deformation of the core soil ahead of tunnel reconstruction and expansion. Summary of the Invention

[0004] To address the shortcomings of existing technologies, this invention proposes a real-time monitoring method for the deformation of the core soil in the expanded tunnel, which can detect potential construction hazards early and improve the safety of the expanded tunnel.

[0005] In a first aspect, the present invention provides a method for real-time monitoring of deformation of the core soil in the reconstruction and expansion of tunnels.

[0006] In the first feasible approach, a method for real-time monitoring of deformation of the core soil ahead of the reconstruction and expansion of a tunnel includes:

[0007] When expanding an existing tunnel, multiple monitoring points are set up in the core soil area of ​​the expanded tunnel through the existing tunnel, and displacement monitoring data of each monitoring point are obtained.

[0008] The preliminary deformation of the tunnel face is obtained based on the displacement monitoring data of each monitoring point;

[0009] Early warning for tunnel expansion construction is provided based on the initial deformation.

[0010] In the second feasible method, in conjunction with the first feasible method, multiple monitoring points are deployed within the advanced core soil area of ​​the expanded tunnel through the existing tunnel, including:

[0011] The monitoring plane is determined based on the tunnel information of the expanded tunnel;

[0012] The location of the monitoring plane in the existing tunnel is determined based on the positional relationship between the expanded tunnel and the existing tunnel.

[0013] Drill holes at the corresponding locations in the existing tunnel, and deploy segmental displacement gauges at each monitoring point on the monitoring plane from the drill holes.

[0014] In conjunction with the second feasible approach, the third feasible approach also includes:

[0015] When the distance between the existing tunnel and the expanded tunnel is within the first range, a correction monitoring point is set up outside the influence range of the expanded tunnel; and the displacement monitoring data of each monitoring point is corrected based on the displacement monitoring data of the correction monitoring point.

[0016] In the fourth possible implementation method, combined with the third feasible method, the preliminary deformation of the tunnel face is obtained based on the displacement monitoring data of each monitoring point, including:

[0017] The displacement of each monitoring point is obtained based on the displacement monitoring data of each monitoring point.

[0018] The average and maximum advance deformation of the tunnel face are obtained based on the displacement of each monitoring point.

[0019] In conjunction with the fourth feasible method, the fifth feasible method obtains the average advance deformation of the tunnel face based on the displacement of each monitoring point, including:

[0020] The monitoring points were grouped according to their radial distance from the centerline of the expanded tunnel, resulting in multiple monitoring groups.

[0021] Obtain the average displacement of each monitoring group and determine the weight of each monitoring group;

[0022] The average leading deformation of the working face is obtained based on the weight of each monitoring group and the average displacement.

[0023] In conjunction with the fifth feasible method, the sixth feasible method involves early warning for tunnel expansion construction based on various prior deformation amounts, including:

[0024] Obtain evaluation parameters for the tunnel expansion;

[0025] The stability of the expanded tunnel is obtained by evaluating each preliminary deformation based on the evaluation parameters.

[0026] Safety warnings are issued for the construction of the expanded tunnel based on its stability.

[0027] Combining the sixth feasible method, the evaluation parameters for tunnel expansion are obtained in the seventh feasible method, including:

[0028] Determine the radius, surrounding rock grade, dimensions, and initial distance of the expanded tunnel;

[0029] Correction factors for the surrounding rock grade, dimensions, and advance distance of the expanded tunnel were determined respectively;

[0030] The first evaluation parameter and the second evaluation parameter are obtained based on the radius of the expanded tunnel and the various correction coefficients.

[0031] Combining the seventh feasible method, the eighth feasible method evaluates each preliminary deformation based on evaluation parameters to obtain the stability of the expanded tunnel, including:

[0032] The first evaluation parameter is compared with the average leading deformation, and the second evaluation parameter is compared with the maximum leading deformation.

[0033] If the average prior deformation is less than the first evaluation parameter and the maximum prior deformation is less than the second evaluation parameter, the stability of the expanded tunnel is determined to be good; otherwise, the stability of the expanded tunnel is determined to be poor.

[0034] Secondly, the present invention provides an advanced monitoring device for the working face of an expanded tunnel based on an existing tunnel.

[0035] In the ninth feasible method, a device for advanced monitoring of the tunnel face of an expanded tunnel based on an existing tunnel includes:

[0036] The displacement monitoring data acquisition module is configured to acquire displacement monitoring data from multiple monitoring points within an existing tunnel in real time during the tunnel expansion excavation.

[0037] The advance deformation acquisition module is configured to set up multiple monitoring points in the advanced core soil area of ​​the expanded tunnel through the existing tunnel during the tunnel expansion excavation, and acquire displacement monitoring data of each monitoring point.

[0038] The advance deformation acquisition module is configured to acquire the advance deformation of the tunnel face based on the displacement monitoring data of each monitoring point;

[0039] The tunnel expansion construction early warning module is configured to provide early warnings for tunnel expansion construction based on various prior deformations.

[0040] Thirdly, the present invention provides an advanced monitoring device for the working face of an expanded tunnel based on an existing tunnel.

[0041] In the tenth possible implementation, an advanced monitoring device for the face of an expanded tunnel based on an existing tunnel includes a processor and a memory storing program instructions. The processor is configured to execute, when running the program instructions, a real-time monitoring method for the deformation of the core soil of the expanded tunnel as described above.

[0042] As can be seen from the above technical solution, the beneficial technical effects of the present invention are as follows:

[0043] 1. This plan uses the existing tunnel as the working face and sets up multiple monitoring points in the advanced core soil area of ​​the expanded tunnel through the existing tunnel. Then, based on the displacement monitoring data of each monitoring point, the deformation of the tunnel face in advance can be monitored in real time. This can more accurately monitor the deformation of the tunnel face and also detect potential construction hazards in the expanded tunnel early, ensuring the safety of construction and personnel during the tunnel construction process and avoiding safety accidents.

[0044] 2. Due to the uneven distribution of monitoring points at the tunnel face and the varying distances of these points from the tunnel center, multiple monitoring points are covered within the monitoring plane. The average pre-deformation of the tunnel face is then obtained based on the displacement of each monitoring point. This allows for a more objective reflection of the average magnitude of the pre-deformation at the tunnel face, improving monitoring accuracy.

[0045] 3. By determining the radius, surrounding rock grade, size, and advance distance of the expanded tunnel, evaluation parameters can be obtained using these parameters. The stability of the expanded tunnel can then be evaluated based on these parameters, making the process more reasonable and accurate. Attached Figure Description

[0046] To more clearly illustrate the specific embodiments of the present invention or the technical solutions in the prior art, the accompanying drawings used in the description of the specific embodiments or the prior art will be briefly introduced below. In all the drawings, similar elements or parts are generally identified by similar reference numerals. In the drawings, the elements or parts are not necessarily drawn to scale.

[0047] Figure 1 This is a schematic diagram of a method for real-time monitoring of deformation of the core soil in an expanded tunnel, as provided in this embodiment.

[0048] Figure 2 This embodiment provides a top view of the monitoring point layout;

[0049] Figure 3 This embodiment provides a frontal perspective view of the monitoring point layout;

[0050] Figure 4 This is a schematic diagram of the structure of an advanced monitoring device for the working face of an expanded tunnel based on an existing tunnel, provided in this embodiment.

[0051] Figure label:

[0052] 1-Segmental displacement gauge, 2-Information receiving terminal. Detailed Implementation

[0053] The embodiments of the technical solution of the present invention will now be described in detail with reference to the accompanying drawings. These embodiments are merely illustrative of the technical solution of the present invention and are therefore intended to limit the scope of protection of the present invention.

[0054] It should be noted that, unless otherwise stated, the technical or scientific terms used in this application should have the ordinary meaning understood by those skilled in the art. The terms "first," "second," etc., in the specification, claims, and accompanying drawings of this disclosure are used to distinguish similar objects and are not necessarily used to describe a specific order or sequence. It should be understood that such data can be interchanged where appropriate for implementation of the embodiments of this disclosure described herein. Furthermore, the terms "comprising" and "having," and any variations thereof, are intended to cover non-exclusive inclusion. Unless otherwise stated, the term "a plurality of" means two or more. In this disclosure, the character " / " indicates an "or" relationship between the preceding and following objects. For example, A / B means: A or B. The term "and / or" describes an association relationship between objects, indicating that three relationships can exist. For example, A and / or B means: A or B, or, A and B. The term "corresponding" can refer to an association or binding relationship; A corresponding to B means that there is an association or binding relationship between A and B.

[0055] Combination Figure 1 As shown in the figure, this embodiment provides a method for real-time monitoring of the deformation of the core soil in the reconstruction and expansion of tunnels, including:

[0056] Step S01: When excavating to expand an existing tunnel, multiple monitoring points are set up in the advanced core soil area of ​​the expanded tunnel through the existing tunnel, and displacement monitoring data of each monitoring point are obtained.

[0057] Step S02: Obtain the preliminary deformation of the tunnel face based on the displacement monitoring data of each monitoring point;

[0058] Step S03: Conduct early warning for tunnel expansion construction based on the preceding deformation amounts.

[0059] Optionally, before excavating to expand an existing tunnel, the process may include: determining the monitoring plane of the existing tunnel based on the tunnel information of the expanded tunnel; covering multiple monitoring points within the monitoring plane; and deploying segmental displacement gauges at each monitoring point for displacement monitoring.

[0060] Optionally, multiple monitoring points are set up in the advanced core soil area of ​​the expansion tunnel through the existing tunnel, including: determining the monitoring plane based on the tunnel information of the expansion tunnel; determining the corresponding position of the monitoring plane in the existing tunnel based on the positional relationship between the expansion tunnel and the existing tunnel; drilling from the corresponding position of the existing tunnel and setting up segmental displacement gauges at each monitoring point on the monitoring plane.

[0061] In some embodiments, if the excavation width of the expanded tunnel is a first preset value, the area of ​​the monitoring plane is the area obtained by expanding the area of ​​the excavation face by the first preset value. The monitoring plane is separated from the current working face of the expanded tunnel by a preset length, which is 2.5 times the first preset value.

[0062] In some embodiments, combined with Figure 2 As shown, the excavation width of the expanded tunnel is 2a, where a is the tunnel radius. The monitoring plane at the advanced core soil of the expanded tunnel is 5a away from the current tunnel face. The area of ​​the monitoring plane is the area obtained by expanding the excavation face area by 2a. For example... Figure 3 As shown, the monitoring points within the monitoring plane include a central monitoring point, an upper monitoring point, and a lower monitoring point. Both the upper and lower monitoring points are 2a away from the central monitoring point. The existing tunnel and the expanded tunnel are set up side-by-side. After determining the monitoring plane, a borehole is drilled from the corresponding position in the existing tunnel, and a segmental displacement gauge 1 is deployed onto the monitoring plane from the borehole. An information receiving terminal 2 is also deployed inside the existing tunnel. The segmental displacement gauge 1 transmits the detected displacement monitoring data to the information receiving terminal 2, which then transmits it to the expanded tunnel monitoring platform. The expanded tunnel monitoring platform obtains the preliminary deformation of the expanded tunnel face based on the displacement monitoring data from multiple monitoring points and provides early warnings for the expanded tunnel construction based on these preliminary deformations. This scheme utilizes the existing tunnel as the working face to monitor the preliminary deformation in front of the expanded tunnel face and proposes an early warning system for the preliminary deformation of the core soil. It also provides early warnings for abnormal tunnel deformation, ensuring the safety of tunnel construction.

[0063] Combination Figure 2 As shown, during the construction of the expanded tunnel, when the excavation face of the expanded tunnel advances to within 5a of the monitoring plane, the monitoring plane at 5a is re-determined based on the advanced face, and monitoring points are set up on the new monitoring plane, segmental displacement gauge 1 is placed, and information receiving terminal 2 is repositioned.

[0064] like Figure 3 As shown, when the distance between the existing tunnel and the expanded tunnel is within the first range, a correction monitoring point is set up outside the influence range of the expanded tunnel; and the displacement monitoring data of each monitoring point is corrected based on the displacement monitoring data of the correction monitoring point.

[0065] In some embodiments, if the distance between the existing tunnel and the newly constructed tunnel is within a first range and they are relatively close, a correction monitoring point can be set outside the influence range of the tunnel expansion excavation. The correction monitoring data from this point is sent to the tunnel expansion monitoring platform via an information receiving terminal. The platform then corrects the displacement monitoring data of each monitoring point within the monitoring plane using this data. The corrected displacement monitoring data is then used to obtain the preliminary deformation of the tunnel face, and construction warnings for the tunnel expansion are issued based on these preliminary deformations.

[0066] Optionally, the displacement monitoring data of each monitoring point in the monitoring plane is corrected by correcting the monitoring data of the corrected monitoring points, including: obtaining the monitoring deformation correction value based on the corrected monitoring data of the corrected monitoring points, and correcting the displacement monitoring data of each monitoring point.

[0067] In some embodiments, the displacement monitoring data of the corrected monitoring point is D. xx D yx D zx The displacement monitoring data of the i-th monitoring point is D. ix1 D iy1 D iz1 The displacement of the i-th monitoring point is corrected using the following formula:

[0068] D ix =D ix1 +D xx

[0069] D iy =D iy1 +D yx

[0070] D iz =D iz1 +D zx

[0071] Among them, D ix Let D be the displacement value in the x-direction corrected for the i-th monitoring point. iy Let D be the displacement value in the y-direction corrected for the i-th monitoring point. iz Let D be the displacement value in the z-direction corrected for the i-th monitoring point. ix1 Let D be the original displacement value in the x-direction of the i-th monitoring point. iy1 Let D be the original displacement value in the y-direction of the i-th monitoring point. iz1 Let D be the original displacement value in the z-direction of the i-th monitoring point. xx To correct the x-direction displacement value of the monitoring point, D yx To correct the y-direction displacement value of the monitoring point, D zx To correct the z-direction displacement value of the monitoring point.

[0072] Optionally, the advance deformation of the tunnel face can be obtained based on the displacement monitoring data of each monitoring point, including: obtaining the displacement of each monitoring point based on the displacement monitoring data of each monitoring point; and obtaining the average advance deformation and the maximum advance deformation of the tunnel face based on the displacement of each monitoring point.

[0073] In some embodiments, the corrected displacement monitoring data for the i-th monitoring point is D. ix D iy D iz The displacement of the i-th monitoring point is obtained using the following formula:

[0074] D i =sqrt(D ix 2 +D iy 2 +D iz 2 ); where D i Let D be the displacement of the i-th monitoring point. ix Let D be the displacement value in the x-direction corrected for the i-th monitoring point. iy Let D be the displacement value in the y-direction corrected for the i-th monitoring point. iz This is the corrected displacement value in the z-direction for the i-th monitoring point.

[0075] Optionally, a cloud map of the early deformation of the working face can be drawn based on the displacement monitoring data of each monitoring point, and the cloud map of the early deformation of the working face can be output in real time.

[0076] Optionally, the maximum advance deformation of the tunnel face can be obtained based on the displacement of each monitoring point, including: determining the maximum displacement among all monitoring points as the maximum advance deformation of the tunnel face.

[0077] Optionally, the average advance deformation of the tunnel face is obtained based on the displacement of each monitoring point, including: grouping each monitoring point into multiple monitoring groups according to the radial distance from each monitoring point to the centerline of the expanded tunnel; obtaining the average displacement of each monitoring group and determining the weight of each monitoring group; and obtaining the average advance deformation of the tunnel face based on the weight of each monitoring group and the average displacement.

[0078] In some embodiments, the monitoring points are grouped according to their radial distance from the centerline of the expanded tunnel, including: determining a preset interval range, and dividing the monitoring points into several groups based on each preset interval range. For example, if the preset interval range is 0.3a, then monitoring points with a distance less than 0.3a from the centerline of the expanded tunnel are grouped into one group, monitoring points with a distance between 0.3a and 0.6a from the centerline of the expanded tunnel are grouped into another group, monitoring points with a distance between 0.6a and 0.9a from the centerline of the expanded tunnel are grouped into another group, and so on, until all monitoring points are grouped.

[0079] Optionally, the average displacement of each monitoring group can be calculated using the following formula:

[0080]

[0081] In the above formula, D aj Let n be the average displacement of the j-th monitoring group. j2 Let D be the number of monitoring points in the j-th monitoring group. ji Let be the displacement of the i-th monitoring point in the j-th monitoring group.

[0082] Optionally, the weights of each monitoring group are determined by the formula... get.

[0083] Optionally, the average advance deformation at the working face can be calculated using the following formula:

[0084]

[0085] In the above formula, D a n is the average advance deformation at the working face, and n1 is the number of monitoring groups.

[0086] By grouping the monitoring points into groups, calculating the average displacement of each monitoring group, and then weighting the average displacement, the final average advance deformation of the tunnel face is obtained. This fully considers the uniformity of the radial upward distribution of monitoring points and the influence of the distance between the monitoring points and the relative tunnel center, thus improving the accuracy of the average advance deformation of the tunnel face.

[0087] Optionally, early warning for tunnel expansion construction can be provided based on each prior deformation, including: obtaining evaluation parameters for the tunnel expansion; evaluating each prior deformation based on the evaluation parameters to obtain the stability of the tunnel expansion; and providing safety warnings for tunnel expansion construction based on the stability of the tunnel expansion.

[0088] Optionally, the evaluation parameters for the expanded tunnel are obtained, including: determining the radius, surrounding rock grade, size, and advance distance of the expanded tunnel; determining correction coefficients for the surrounding rock grade, size, and advance distance of the expanded tunnel respectively; and obtaining the first evaluation parameter and the second evaluation parameter based on the radius of the expanded tunnel and each correction coefficient.

[0089] Optionally, a lookup operation is performed on the surrounding rock grade correction coefficient table to obtain the surrounding rock grade correction coefficient corresponding to the surrounding rock grade. The surrounding rock grade correction coefficient table stores a one-to-one correspondence between the surrounding rock grade and the surrounding rock grade correction coefficient.

[0090] In some embodiments, an example table of surrounding rock grade correction coefficients is shown in Table 1. The surrounding rock grade is I, and the corresponding surrounding rock grade correction coefficient is 1; the surrounding rock grade is III, and the corresponding surrounding rock grade correction coefficient is 1.4; the surrounding rock grade is VI, and the corresponding surrounding rock grade correction coefficient is 3.

[0091] Table 1 Example of the Rock Grade Correction Coefficient Table

[0092] Rock grade correction factor 1 1.2 1.4 1.7 2.2 3

[0093] Optionally, a lookup operation is performed on the tunnel size in a preset tunnel size correction coefficient table to obtain the tunnel size correction coefficient corresponding to the tunnel size. The tunnel size correction coefficient table stores a one-to-one correspondence between tunnel size and tunnel size correction coefficient.

[0094] In some embodiments, an example table of tunnel size correction factors is shown in Table 2. The tunnel size is 3, and the corresponding tunnel size correction factor is 1; the tunnel size is 9, and the corresponding tunnel size correction factor is 0.85; the tunnel size is 18, and the corresponding tunnel size correction factor is 0.6.

[0095] Table 2 Example of Tunnel Size Correction Factors

[0096] Tunnel size correction factor 1 0.9 0.85 0.8 0.7 0.6

[0097] Optionally, a lookup operation is performed on the leading distance in a preset leading distance correction coefficient table to obtain the leading distance correction coefficient corresponding to the leading distance. The leading distance correction coefficient table stores a one-to-one correspondence between the leading distance and the leading distance correction coefficient.

[0098] In some embodiments, an example table of the leading distance correction factor table is shown in Table 3. When the leading distance is a, the corresponding leading distance correction factor is 1; when the leading distance is 3a, the corresponding leading distance correction factor is 0.3; and when the leading distance is 5a, the corresponding leading distance correction factor is 0.1.

[0099] Table 3 Example of the Leading Distance Correction Factor Table

[0100] Leading distance correction factor 1 0.5 0.3 0.2 0.1

[0101] Optionally, the first evaluation parameter can be obtained using the following formula:

[0102] D rm =a*b*c*e*10 -3 ;

[0103] In the above formula, D rmThe first evaluation parameter is the allowable maximum deformation value of the tunnel excavation face, in mm; a is the tunnel radius, 2a is the excavation width of the expanded tunnel, in mm; b is the surrounding rock grade correction coefficient, c is the tunnel size correction coefficient, and e is the advance distance correction coefficient.

[0104] Optionally, the second evaluation parameter can be obtained using the following formula:

[0105] D ra =a*b*c*e*10 -3 *0.2

[0106] In the above formula, D ra The second evaluation parameter is the allowable value of the average deformation at the tunnel excavation face.

[0107] Optionally, the stability of the expanded tunnel is obtained by evaluating each prior deformation based on the evaluation parameters, including: comparing the first evaluation parameter with the average prior deformation, and comparing the second evaluation parameter with the maximum prior deformation; if the average prior deformation is less than the first evaluation parameter and the maximum prior deformation is less than the second evaluation parameter, the stability of the expanded tunnel is determined to be good; otherwise, the stability of the expanded tunnel is determined to be poor.

[0108] In some embodiments, the first evaluation parameter D rm With the average leading deformation D m To make a comparison, the second evaluation parameter D... ra With the maximum leading deformation D a Compare, if D m <D rm And D a <D ra If the tunnel face remains stable, the tunnel's stability is considered good, and construction can continue; if D is not satisfied... m <D rm And D a <D ra If the stability of the expanded tunnel is determined to be poor, a construction warning should be issued for the expanded tunnel, and construction should continue only after reinforcement and the addition of advanced support.

[0109] Optionally, when the distance between the expanded tunnel and the monitoring plane is within a second preset range, the segmental displacement gauges within the range of the central monitoring point are retrieved, and the segmental displacement gauges at the upper and lower monitoring points are used to monitor the surrounding rock deformation throughout the entire construction process of the expanded tunnel.

[0110] In some embodiments, when the excavation face of the expanded tunnel advances to within 2a of the monitoring plane, the segmental displacement gauges within the range of the central monitoring point are retrieved and can continue to be used for monitoring the tunnel face, improving economic efficiency. The segmental displacement gauges within the range of the upper and lower monitoring points can continue to monitor the deformation of the surrounding rock throughout the tunnel construction process. After the construction is completed, they are dismantled and retrieved to reduce property losses and costs.

[0111] Combination Figure 4 As shown, this embodiment provides an advanced monitoring device for the face of an expanded tunnel based on an existing tunnel, including: a displacement monitoring data acquisition module 101, configured to set up multiple monitoring points in the advanced core soil area of ​​the expanded tunnel through the existing tunnel during the excavation of the expanded tunnel, and acquire displacement monitoring data of each monitoring point; an advance deformation acquisition module 102, configured to acquire the advance deformation of the face of the expanded tunnel based on the displacement monitoring data of each monitoring point; and an expanded tunnel construction early warning module 103, configured to provide early warning of expanded tunnel construction based on each advance deformation.

[0112] In some embodiments, an advanced monitoring device for the face of an expanded tunnel based on an existing tunnel includes a processor and a memory storing program instructions. The processor is configured to execute, when running the program instructions, a real-time monitoring method for the deformation of the core soil of the expanded tunnel as described above.

[0113] Finally, it should be noted that the above embodiments are only used to illustrate the technical solutions of the present invention, and not to limit them; although the present invention has been described in detail with reference to the foregoing embodiments, those skilled in the art should understand that modifications can still be made to the technical solutions described in the foregoing embodiments, or equivalent substitutions can be made to some or all of the technical features; and these modifications or substitutions do not cause the essence of the corresponding technical solutions to deviate from the scope of the technical solutions of the embodiments of the present invention, and they should all be covered within the scope of the claims and specification of the present invention.

Claims

1. A method for real-time monitoring of deformation of the core soil in the reconstruction and expansion of tunnels, characterized in that, include: When expanding an existing tunnel, multiple monitoring points are set up in the core soil area of ​​the expanded tunnel through the existing tunnel, and displacement monitoring data of each monitoring point are obtained. The preliminary deformation of the tunnel face is obtained based on the displacement monitoring data of each monitoring point; Early warning for tunnel expansion construction based on each prior deformation amount; Multiple monitoring points were deployed within the advanced core soil area of ​​the expanded tunnel using existing tunnels, including: The monitoring plane is determined based on the tunnel information of the expanded tunnel; The location of the monitoring plane in the existing tunnel is determined based on the positional relationship between the expanded tunnel and the existing tunnel. Drill holes at the corresponding locations in the existing tunnel, and deploy segmental displacement gauges at each monitoring point on the monitoring plane from the drill holes. Also includes: When the distance between the existing tunnel and the expanded tunnel is within a first range, a correction monitoring point is set up outside the influence range of the expanded tunnel; and the displacement monitoring data of each monitoring point is corrected based on the displacement monitoring data of the correction monitoring point. The preliminary deformation of the tunnel face is obtained based on the displacement monitoring data from each monitoring point, including: The displacement of each monitoring point is obtained based on the displacement monitoring data of each monitoring point. The average and maximum advance deformation of the tunnel face are obtained based on the displacement of each monitoring point. The average advance deformation of the tunnel face is obtained based on the displacement of each monitoring point, including: The monitoring points were grouped according to their radial distance from the centerline of the expanded tunnel, resulting in multiple monitoring groups. Obtain the average displacement of each monitoring group and determine the weight of each monitoring group; The average advance deformation of the working face is obtained based on the weight and average displacement of each monitoring group. Early warning for tunnel expansion construction based on various prior deformations, including: Obtain evaluation parameters for the tunnel expansion; The stability of the expanded tunnel is obtained by evaluating each preliminary deformation based on the evaluation parameters. Safety warnings are issued for the construction of the expanded tunnel based on its stability. Obtain evaluation parameters for the tunnel expansion, including: Determine the radius, surrounding rock grade, dimensions, and initial distance of the expanded tunnel; Correction factors for the surrounding rock grade, dimensions, and advance distance of the expanded tunnel were determined respectively; The first evaluation parameter and the second evaluation parameter are obtained based on the radius of the expanded tunnel and each correction coefficient. The stability of the expanded tunnel is obtained by evaluating each preliminary deformation based on the evaluation parameters, including: The first evaluation parameter is compared with the average advance deformation, and the second evaluation parameter is compared with the maximum advance deformation. If the average prior deformation is less than the first evaluation parameter and the maximum prior deformation is less than the second evaluation parameter, then the stability of the expanded tunnel is determined to be good; otherwise, the stability of the expanded tunnel is determined to be poor.

2. A device for advanced monitoring of the tunnel face during expansion based on existing tunnels, characterized in that, The method for real-time monitoring of deformation of the core soil in an expanded or reconstructed tunnel as described in claim 1 includes: The displacement monitoring data acquisition module is configured to set up multiple monitoring points in the advanced core soil area of ​​the expanded tunnel through the existing tunnel during the tunnel expansion excavation, and acquire displacement monitoring data of each monitoring point. The advance deformation acquisition module is configured to acquire the advance deformation of the tunnel face based on the displacement monitoring data of each monitoring point; The tunnel expansion construction early warning module is configured to provide early warnings for tunnel expansion construction based on various prior deformations.

3. A device for advanced monitoring of the tunnel face of an expanded tunnel based on an existing tunnel, comprising a processor and a memory storing program instructions, characterized in that, The processor is configured to execute, when running the program instructions, a method for real-time monitoring of deformation of the core soil ahead of the reconstruction and expansion of a tunnel as described in claim 1.

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