Intelligent tunnel surrounding rock stability real-time prediction device

Abstract

The invention relates to the technical field of tunnel engineering, in particular to an intelligent tunnel surrounding rock stability real-time prediction device which comprises a comprehensive evaluation system. The comprehensive evaluation system comprises a data acquisition module, a data processing module and a comprehensive analysis module; the data processing module is used for calculating and transmitting the first deformation index, the second deformation index, the first occurrence index, the second occurrence index, the geological defect index and the stress safety index to the comprehensive analysis module; the comprehensive analysis module calculates historical stability according to the first deformation index and the first occurrence index; calculating the current stability according to the second deformation index, the second occurrence index and the stress safety index; calculating future stability according to the geological defect index; weight distribution is carried out on historical stability, current stability and future stability according to the construction progress, and comprehensive stability is calculated. According to the method, the historical stability, the current stability and the future stability are comprehensively analyzed and calculated, so that the prediction accuracy is improved.

Description

Technical Field

[0001] This invention relates to the field of tunnel engineering technology, and specifically to an intelligent real-time prediction device for the stability of surrounding rock in tunnels. Background Technology

[0002] Tunnel surrounding rock stability refers to the ability of the surrounding rock mass to remain in equilibrium without damage or excessive deformation under natural stress or engineering disturbances after tunnel excavation. It is a core issue of tunnel engineering safety, directly affecting the selection of construction methods, support design, and long-term operational safety.

[0003] In existing technologies, geophysical exploration is mainly used, employing devices such as ground-penetrating radar and infrared detectors to detect the geological environment around the tunnel, thereby calculating the stability of the tunnel's surrounding rock. This method uses ground-penetrating radar to transmit and receive high-frequency electromagnetic waves to detect the distribution and structure of underground media. It utilizes the difference in infrared radiation between media such as rock mass and groundwater, and uses infrared detectors to detect groundwater and geological structures, thereby obtaining the geological conditions of the unconstructed area of ​​the tunnel and predicting the stability of the tunnel's surrounding rock.

[0004] However, in actual construction, the overall stability of the tunnel is inextricably linked to the geological conditions of the constructed sections, the currently constructed sections, and the unconstructed sections. Existing prediction devices primarily monitor the geological conditions of the current and unconstructed areas, lacking consideration for the geological conditions of the constructed sections. This results in incomplete predictions that fail to accurately reflect the stability of the tunnel surrounding rock. Therefore, it is necessary to propose an intelligent real-time prediction device for tunnel surrounding rock stability that can comprehensively analyze the geological conditions of the constructed, currently constructed, and unconstructed sections. Summary of the Invention

[0005] To address the aforementioned issues, this invention provides an intelligent real-time prediction device for tunnel surrounding rock stability. By comprehensively considering historical stability, current stability, and future stability, and not being limited to the current state of the tunnel, it effectively improves the comprehensiveness and accuracy of tunnel surrounding rock stability analysis.

[0006] To achieve the above objectives, the technical solution of the present invention is as follows: an intelligent real-time prediction device for the stability of surrounding rock in tunnels, comprising a comprehensive evaluation system.

[0007] The comprehensive evaluation system includes a data acquisition module, a data processing module, and a comprehensive analysis module.

[0008] The data acquisition module is used to collect tunnel data and phenomenon data of the constructed section of the tunnel, recording them as the first data; to collect tunnel data, phenomenon data, and construction data of the currently constructed section of the tunnel in real time, recording them as the second data; to collect geological data of the constructed section, the currently constructed section, and the unconstructed section, recording them as the third data; and to transmit the first, second, and third data to the data processing module; the tunnel data includes the tunnel arch settlement value and the surrounding convergence value; the phenomenon data includes the number of times adverse phenomena occur, the time nodes, and the scope of influence; the geological data includes the rock mass structure; and the construction data includes the stress value of the support and the ultimate stress of the support.

[0009] The data processing module is used to extract the tunnel arch settlement value and surrounding convergence value from the first and second data, and calculate the tunnel deformation index, which is recorded as the first deformation index and the second deformation index, respectively; extract the frequency, time node and impact range of adverse phenomena from the first and second data, and calculate the occurrence index of adverse phenomena in the tunnel, which is recorded as the first occurrence index and the second occurrence index, respectively; extract the rock mass structure of each part from the third data, and calculate the geological defect index of each part of the tunnel according to the proportion of geological defects in the rock mass; extract the stress value and ultimate stress of the support from the second data, and calculate the stress safety index; and transmit the first deformation index, the second deformation index, the first occurrence index, the second occurrence index, the geological defect index and the stress safety index to the comprehensive analysis module.

[0010] The comprehensive analysis module is used to calculate historical stability based on the first deformation index and the first occurrence index; calculate current stability based on the second deformation index, the second occurrence index, and the stress safety index; calculate future stability based on the geological defect index; and calculate the overall stability by weighting historical stability, current stability, and future stability according to the construction progress.

[0011] Furthermore, the formula for calculating the deformation index is as follows: X=(ΔV1+ΔV2) / Δt (1).

[0012] Where X is the deformation index, Δt is the deformation duration, ΔV1 is the crown settlement value, and ΔV2 is the perimeter convergence value.

[0013] The data processing module is also used to calculate deformation stability based on the deformation index. The formula for calculating deformation stability is as follows: I X =1-X (2).

[0014] Among them, I X For deformation stability.

[0015] Furthermore, the formula for calculating the occurrence index is as follows: F=Q / T (3)

[0016] Where F is the occurrence index, Q is the number of times the adverse phenomenon occurs, and T is the construction time.

[0017] The data processing module is also used to calculate occurrence stability based on the occurrence index. The formula for calculating occurrence stability is as follows: I F =1-F (4).

[0018] Among them, I F For stability to occur.

[0019] Furthermore, geological defects include caves and faults; the formula for calculating the geological defect index is as follows: D=K(L1 / L0)+M(L2 / L0) (5).

[0020] Where D is the geological defect index, L0 is the total length of the detected rock mass structure, L1 is the length of the karst cave, K is the weighting coefficient of the karst cave, L2 is the length of the fault, and M is the weighting coefficient of the fault; the data processing module is used for users to set K and M.

[0021] The data processing module is also used to calculate geological stability based on the geological defect index. The formula for calculating geological stability is as follows: I D =1-D (6).

[0022] Among them, I D For geological stability.

[0023] Furthermore, the formula for calculating the stress safety index is as follows: I S =1-F1 / F0 (7).

[0024] Among them, I S F1 is the stress safety index, F0 is the stress value of the support, and F1 is the ultimate stress of the support.

[0025] Furthermore, the formula for calculating historical stability is as follows: S his =(I X1 +I F1 +I D1 ) / 3 (8)。

[0026] Among them, S his For historical stability, I x1 For the deformation stability of the constructed portion, I F1 For the stability of the already constructed portion, I D1 This refers to the geological stability of the already constructed sections.

[0027] Furthermore, the current stability calculation formula is as follows: S t =(I X2 +I F2 +I D2 +I S ) / 4 (9)。

[0028] Among them, S t For current stability, I x2 For the deformation stability of the current construction section, I F2 For the stability of the current construction section, I D2 This refers to the geological stability of the current construction section.

[0029] Furthermore, the formula for calculating future stability is as follows: S f =I D3 =1-K(L1 / L0)-M(L2 / L0) (10).

[0030] Among them, S f For future stability, I D3 This refers to the geological stability of the unconstructed portion.

[0031] Furthermore, the formula for calculating overall stability is as follows: W=P1·S his +P2·S t +P3·S f (11).

[0032] Where W represents overall stability, P1 represents the proportion of the constructed portion to the total tunnel length, P2 represents the proportion of the currently constructed portion to the total tunnel length, and P3 represents the proportion of the unconstructed portion to the total tunnel length.

[0033] Furthermore, the comprehensive analysis module is also used to set stability levels and judgment thresholds. The stability levels include three levels: stable, basically stable, and unstable.

[0034] The above approach has the following beneficial effects: 1. Existing predictive devices only monitor the environment around the current construction section, resulting in a one-sided analysis that lacks overall tunnel analysis and leads to low accuracy. This invention divides the tunnel installation and construction into stages, calculates the historical stability of the constructed section, the current stability of the current construction section, and the future stability of the unconstructed section, thereby achieving a comprehensive analysis of the entire tunnel. Compared to existing analysis methods, this invention effectively improves the comprehensiveness and accuracy of the analysis.

[0035] 2. Existing predictive analysis methods mainly rely on construction data and tunnel data. Compared with existing technologies, this invention not only monitors various data of the tunnel itself during tunnel construction, but also records and analyzes various abnormal phenomena that occur in the tunnel during construction. These abnormal phenomena will affect the stability of the tunnel, and can also help construction personnel to judge the abnormal phenomena that may occur in subsequent construction, so that construction personnel can take countermeasures in advance.

[0036] 3. In this invention, by allocating weights to the historical stability, current stability, and future stability of the tunnel based on the proportions of the constructed, currently constructed, and unconstructed portions in the total tunnel length, the impact of historical, current, and future stability on overall stability is matched with their actual proportions, further improving the accuracy of predictive analysis. By setting a judgment threshold, overall stability can be converted into a stability level, enabling construction personnel to quickly determine the stability of the tunnel surrounding rock.

[0037] Additional aspects and advantages of the invention will be set forth in part in the description which follows, and in part will be obvious from the description, or may be learned by practice of the invention. Attached Figure Description

[0038] Figure 1 This is a schematic diagram of the intelligent real-time prediction device for tunnel surrounding rock stability according to the present invention.

[0039] Figure 2 This is a functional diagram of the data acquisition module in the intelligent real-time prediction device for tunnel surrounding rock stability of the present invention.

[0040] Figure 3 This is a functional diagram of the data processing module in the intelligent tunnel surrounding rock stability real-time prediction device of the present invention.

[0041] Figure 4 This is a functional diagram of the integrated analysis module in the intelligent real-time prediction device for tunnel surrounding rock stability of the present invention. Detailed Implementation

[0042] The following detailed description illustrates the specific implementation method: Implementation, for example Figure 1 As shown, an intelligent real-time prediction device for the stability of surrounding rock in tunnels includes a comprehensive evaluation system.

[0043] The comprehensive evaluation system includes a data acquisition module for collecting various data from the tunnel, a data processing module for analyzing and calculating various data from the tunnel, and a comprehensive analysis module for evaluating the stability of individual parts of the tunnel and the overall stability.

[0044] The specific functions of each module are as follows: like Figure 2 As shown, the data acquisition module is used to collect tunnel data and phenomenon data of the constructed section of the tunnel, which is recorded as the first data; to collect tunnel data, phenomenon data, and construction data of the currently constructed section of the tunnel in real time, which is recorded as the second data; to collect geological data of the constructed section, the currently constructed section, and the unconstructed section, which is recorded as the third data; and to transmit the first, second, and third data to the data processing module; the tunnel data includes the tunnel arch settlement value and the surrounding convergence value; the phenomenon data includes the number of occurrences, time points, and impact range of adverse phenomena (such as water inrush, mud inrush, and rock burst); the geological data includes the rock mass structure; and the construction data includes the stress value of the support and the ultimate stress of the support.

[0045] In this embodiment, the data acquisition module mainly uses a laser rangefinder to monitor the tunnel arch settlement value and the surrounding convergence value, a camera and a timer to monitor the frequency, time point and impact range of adverse phenomena, a radar detector and an infrared detector to detect the rock mass structure, a pressure sensor to monitor the stress value, and a storage device to store the various data.

[0046] like Figure 3 As shown, the data processing module is used to extract the tunnel arch settlement value and surrounding convergence value from the first and second data, and calculate the tunnel deformation index, which is recorded as the first deformation index and the second deformation index, respectively; extract the frequency, time node and impact range of adverse phenomena in the first and second data, and calculate the occurrence index of adverse phenomena in the tunnel, which is recorded as the first occurrence index and the second occurrence index, respectively; extract the rock mass structure of each part in the third data, and calculate the geological defect index of each part of the tunnel according to the proportion of geological defects in the rock mass; extract the stress value and ultimate stress of the support in the second data, and calculate the stress safety index; and transmit the first deformation index, the second deformation index, the first occurrence index, the second occurrence index, the geological defect index and the stress safety index to the comprehensive analysis module.

[0047] The formula for calculating the deformation index is as follows: X=(ΔV1+ΔV2) / Δt (1).

[0048] Where X is the deformation index, Δt is the deformation duration, ΔV1 is the crown settlement value, and ΔV2 is the perimeter convergence value.

[0049] The data processing module is also used to calculate deformation stability based on the deformation index. The formula for calculating deformation stability is as follows: I X =1-X (2).

[0050] Among them, IX For deformation stability.

[0051] Specifically, assuming that the current construction part of the tunnel is within 10 days, the arch sinks by 1 mm and the perimeter converges by 0.8 mm, the deformation index of the current construction part can be calculated according to formula (1) as 0.18, and the deformation stability of the current construction part can be calculated according to formula (2) as 0.82. The closer the deformation stability is to 1, the smaller the tunnel deformation and the higher the stability of the tunnel.

[0052] The formula for calculating the occurrence index is as follows: F=Q / T (3)

[0053] Where F is the occurrence index, Q is the number of times the adverse phenomenon occurs, and T is the construction time.

[0054] The data processing module is also used to calculate occurrence stability based on the occurrence index. The formula for calculating occurrence stability is as follows: I F =1-F (4).

[0055] Among them, I F For stability to occur.

[0056] Specifically, assuming that the tunnel under construction has experienced two mudslides within 10 days, the occurrence index of the tunnel can be calculated as 0.2 according to formula (3), and the occurrence stability of the tunnel can be calculated as 0.8 according to formula (4). The closer the occurrence stability is to 1, the lower the risk of adverse phenomena in the tunnel and the higher the safety of the surrounding rock of the tunnel.

[0057] Geological defects include caves and faults; the formula for calculating the geological defect index is as follows: D=K(L1 / L0)+M(L2 / L0) (5).

[0058] Where D is the geological defect index, L0 is the total length of the detected rock mass structure, L1 is the length of the karst cave, K is the weighting coefficient of the karst cave; L2 is the length of the fault, M is the weighting coefficient of the fault; the data processing module is used for users to set K and M (K and M can be adjusted according to the actual situation, and users can also add other geological defects and set their weighting coefficients).

[0059] The data processing module is also used to calculate geological stability based on the geological defect index. The formula for calculating geological stability is as follows: I D =1-D (6).

[0060] Among them, I D For geological stability.

[0061] Specifically, users can set K and M according to the degree of influence of karst caves and faults on tunnel stability. In this embodiment, it is assumed that there are karst caves and faults in the current detection area (50m). The length of the karst cave is small (5m) and has a low degree of influence on the tunnel. The length of the fault is large (10m) and has a high degree of influence on the tunnel. K is set to 0.4 and M is set to 0.6. According to formula (5), the geological defect index is 0.16. According to formula (6), the geological stability is 0.84. The closer the geological stability is to 1, the smaller the defects in the tunnel geology and the higher the stability of the tunnel surrounding rock.

[0062] The formula for calculating the stress safety index is as follows: I S =1-F1 / F0 (7).

[0063] Among them, I S F1 is the stress safety index, F0 is the stress value of the support, and F1 is the ultimate stress of the support.

[0064] Specifically, assuming the stress value of the support under the current construction of the tunnel is 10MPa and the ultimate stress of the support is 50MPa, the stress safety index is calculated to be 0.8 according to formula (7). The closer the stress safety index is to 1, the smaller the stress value of the support, the higher the safety level of the support, and thus the higher the stability of the surrounding rock of the tunnel.

[0065] like Figure 4 As shown, the comprehensive analysis module is used to calculate historical stability based on the first deformation index and the first occurrence index; calculate current stability based on the second deformation index, the second occurrence index and the stress safety index; calculate future stability based on the geological defect index; and calculate comprehensive stability by weighting historical stability, current stability and future stability according to the construction progress.

[0066] The formula for calculating historical stability is as follows: S his =(I X1 +I F1 +I D1 ) / 3 (8)。

[0067] Among them, S his For historical stability, I x1 For the deformation stability of the constructed portion, I F1 For the stability of the already constructed portion, I D1 This refers to the geological stability of the already constructed sections.

[0068] Specifically, assuming that the deformation stability, occurrence stability and geological stability of the constructed part of tunnel A are 0.82, 0.78 and 0.8 respectively, the historical stability of the tunnel can be calculated according to formula (8) as 0.8.

[0069] The current stability calculation formula is as follows: S t =(I X2 +I F2 +I D2 +I S ) / 4 (9)。

[0070] Among them, S t For current stability, I x2 For the deformation stability of the current construction section, I F2 For the stability of the current construction section, I D2 This refers to the geological stability of the current construction section.

[0071] Specifically, assuming that the deformation stability, occurrence stability, geological stability and stress safety index of the current construction part of tunnel A are 0.79, 0.81, 0.75 and 0.83 respectively, the historical stability of the tunnel can be calculated according to formula (9) as 0.795.

[0072] The formula for calculating future stability is as follows: S f =I D3 =1-K(L1 / L0)-M(L2 / L0) (10).

[0073] Among them, S f For future stability, I D3 This refers to the geological stability of the unconstructed portion.

[0074] Specifically, since the unconstructed part has not yet been constructed, the future stability is mainly reflected through geological exploration. The future stability is directly proportional to the geological stability. Assuming that the geological stability of the unconstructed part of tunnel A is 0.76, the future stability of the unconstructed part can be calculated according to formula (10) as 0.76.

[0075] The formula for calculating overall stability is as follows: W=P1·S his +P2·S t +P3·S f (11).

[0076] Where W represents overall stability, P1 represents the proportion of the constructed portion to the total tunnel length, P2 represents the proportion of the currently constructed portion to the total tunnel length, and P3 represents the proportion of the unconstructed portion to the total tunnel length.

[0077] The comprehensive analysis module is also used to set the stability level and judgment threshold (the stability level and judgment threshold can be adjusted according to actual needs). The stability level includes three levels: stable, basically stable and unstable.

[0078] Specifically, assuming that the total length of tunnel A is 500m, the constructed part is 300m (accounting for 60%), the currently constructed part is 100m (accounting for 60%), and the unconstructed part is 100m (accounting for 60%); by substituting the above values ​​of the historical stability, current stability and future stability of tunnel A into formula (11), the comprehensive stability of the surrounding rock of the tunnel is calculated to be 0.791. Assuming that the relationship between the judgment threshold and the stability level in this embodiment is as follows: comprehensive stability ≥ 0.7, the surrounding rock of the tunnel is stable; 0.7 > comprehensive stability ≥ 0.4, the surrounding rock of the tunnel is basically stable; 0.4 > comprehensive stability, the surrounding rock of the tunnel is unstable; then the stability prediction result of the cofferdam of tunnel A is stable.

[0079] Existing predictive devices only monitor the environment around the current construction section, resulting in a one-sided analysis that lacks overall tunnel analysis and leads to low accuracy. This invention divides the tunnel installation and construction into stages, calculates the historical stability of the constructed section, the current stability of the currently constructed section, and the future stability of the unconstructed section, thereby achieving a comprehensive analysis of the entire tunnel. Compared to existing analysis methods, this invention effectively improves the comprehensiveness and accuracy of the analysis.

[0080] Obviously, the above embodiments are merely illustrative examples for clear explanation and are not intended to limit the implementation. Those skilled in the art will recognize that other variations or modifications can be made based on the above description. It is neither necessary nor possible to exhaustively list all possible implementations here. However, obvious variations or modifications derived therefrom are still within the scope of protection of this invention.

Claims

1. A real-time prediction device for the stability of surrounding rock in intelligent tunnels, characterized in that, Including a comprehensive evaluation system; The comprehensive evaluation system includes a data acquisition module, a data processing module, and a comprehensive analysis module; The data acquisition module is used to collect tunnel data and phenomenon data of the constructed part of the tunnel and record them as the first data; to collect tunnel data, phenomenon data and construction data of the currently constructed part of the tunnel and record them as the second data; to collect geological data of the constructed part, the currently constructed part and the unconstructed part and record them as the third data; and to transmit the first data, the second data and the third data to the data processing module. Tunnel data includes tunnel crown settlement and surrounding convergence values; phenomenon data includes the frequency, timing, and extent of adverse phenomena; geological data includes rock mass structure; construction data includes stress values ​​on the support and the ultimate stress of the support. The data processing module is used to extract the tunnel arch settlement value and the surrounding convergence value from the first data and the second data, and to calculate the tunnel deformation index, which are recorded as the first deformation index and the second deformation index respectively. Extract the frequency, time points, and scope of impact of adverse phenomena from the first and second data, and calculate the occurrence index of tunnel adverse phenomena, which are recorded as the first occurrence index and the second occurrence index, respectively. Extract the rock mass structure of each part from the third data, and calculate the geological defect index of each part of the tunnel based on the proportion of geological defects in the rock mass. Extract the stress values ​​and ultimate stress of the support from the second data, and calculate the stress safety index; The first deformation index, the second deformation index, the first occurrence index, the second occurrence index, the geological defect index, and the stress safety index are transmitted to the comprehensive analysis module. The comprehensive analysis module is used to calculate historical stability based on the first deformation index and the first occurrence index; Calculate the current stability based on the second deformation index, the second occurrence index, and the stress safety index; Calculate future stability based on the geological defect index; The overall stability is calculated by weighting historical stability, current stability, and future stability according to the construction progress.

2. The intelligent tunnel surrounding rock stability real-time prediction device according to claim 1, characterized in that, The formula for calculating the deformation index is as follows: X=(ΔV1+ΔV2) / Δt (1); Where X is the deformation index, Δt is the deformation duration, ΔV1 is the crown settlement value, and ΔV2 is the perimeter convergence value; The data processing module is also used to calculate deformation stability based on the deformation index. The formula for calculating deformation stability is as follows: I X =1-X (2); Among them, I X For deformation stability.

3. The intelligent tunnel surrounding rock stability real-time prediction device according to claim 2, characterized in that, The formula for calculating the occurrence index is as follows: F=Q / T (3; Where F is the occurrence index, Q is the number of times the adverse phenomenon occurs, and T is the construction time; The data processing module is also used to calculate occurrence stability based on the occurrence index. The formula for calculating occurrence stability is as follows: I F =1-F (4); Among them, I F For stability to occur.

4. The intelligent tunnel surrounding rock stability real-time prediction device according to claim 3, characterized in that, Geological defects include caves and faults; the formula for calculating the geological defect index is as follows: D=K(L1 / L0)+M(L2 / L0) (5); Where D is the geological defect index, L0 is the total length of the detected rock mass structure, L1 is the length of the karst cave, K is the weighting coefficient of the karst cave; L2 is the length of the fault, M is the weighting coefficient of the fault; the data processing module is used for users to set K and M; The data processing module is also used to calculate geological stability based on the geological defect index. The formula for calculating geological stability is as follows: I D =1-D (6); Among them, I D For geological stability.

5. The intelligent tunnel surrounding rock stability real-time prediction device according to claim 4, characterized in that, The formula for calculating the stress safety index is as follows: IN S =1-F1 / F0 (7); Among them, I S F1 is the stress safety index, F0 is the stress value of the support, and F1 is the ultimate stress of the support.

6. The intelligent tunnel surrounding rock stability real-time prediction device according to claim 5, characterized in that, The formula for calculating historical stability is as follows: S his =(I X1 +I F1 +I D1 ) / 3 (8); Among them, S his For historical stability, I x1 For the deformation stability of the constructed portion, I F1 For the stability of the already constructed portion, I D1 This refers to the geological stability of the already constructed sections.

7. The intelligent tunnel surrounding rock stability real-time prediction device according to claim 6, characterized in that, The current stability calculation formula is as follows: S t =(I X2 +I F2 +I D2 +I S ) / 4 (9); Among them, S t For current stability, I x2 For the deformation stability of the current construction section, I F2 For the stability of the current construction section, I D2 This refers to the geological stability of the current construction section.

8. The intelligent tunnel surrounding rock stability real-time prediction device according to claim 7, characterized in that, The formula for calculating future stability is as follows: S f =I D3 =1-K(L1 / L0)-M(L2 / L0) (10); Among them, S f For future stability, I D3 This refers to the geological stability of the unconstructed portion.

9. The intelligent tunnel surrounding rock stability real-time prediction device according to claim 8, characterized in that, The formula for calculating overall stability is as follows: W=P1·S his +P2·S t +P3·S f (11); Where W represents overall stability, P1 represents the proportion of the constructed portion to the total tunnel length, P2 represents the proportion of the currently constructed portion to the total tunnel length, and P3 represents the proportion of the unconstructed portion to the total tunnel length.

10. The intelligent tunnel surrounding rock stability real-time prediction device according to claim 9, characterized in that, The comprehensive analysis module is also used to set stability levels and judgment thresholds. The stability levels include three levels: stable, basically stable, and unstable.

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