Rock burst prevention method and device based on TBM tunnel and electronic equipment
By classifying rockburst levels based on geological parameters and implementing targeted prevention and control measures, the problem of insufficient accuracy in rockburst prediction during TBM tunnel construction has been solved, achieving efficient risk prediction and safety control.
Patent Information
- Application Number
- CN202610467772.9
- Authority / Receiving Office
- CN · China
- Patent Type
- Applications(China)
- Current Assignee / Owner
- Filing Date
- 2026-04-10
- Publication Date
- 2026-05-29
AI Technical Summary
Existing technologies lack the accuracy of rockburst prediction in TBM tunnel construction under high ground stress conditions, making it difficult for prevention and control measures to accurately cover risk areas, which may cause cutterhead jamming, shield deformation, and personnel casualties.
The target rockburst level is determined based on preset geological parameters, and steel reinforcement bars, pre-anchor bolts, and boreholes are set at different locations in the TBM tunnel according to the level. Rockburst risk is predicted and prevented by combining a ternary radial depth prediction model.
It improved the accuracy of rockburst prediction, enabled comprehensive and rapid risk assessment, reduced prevention and control costs, and avoided safety hazards in tunnel construction.
Smart Images
Figure CN122113661A_ABST
Abstract
Description
Technical Field
[0001] This application relates to the field of tunnel construction technology, and in particular to a rockburst prevention method, device and electronic equipment based on TBM tunnels. Background Technology
[0002] With the development of science and technology, the development of underground engineering into deeper areas has become an urgent need. More and more TBMs (Tunnel Boring Machines) are being used for tunneling, and more and more deep-buried long tunnels are emerging around the world. Under high ground stress conditions, the sudden release of energy stored in the surrounding rock can lead to rockbursts, which may cause cutterhead jamming, shield deformation, and casualties. Current rockburst prediction methods are not accurate enough, making it difficult for prevention and control measures to accurately cover risk areas. Summary of the Invention
[0003] To address the aforementioned technical problems, this application provides a rockburst prevention method, apparatus, and electronic device based on a TBM tunnel.
[0004] In a first aspect, embodiments of this application provide a rockburst prevention method based on a TBM tunnel, the method comprising: determining the target rockburst level of the tunnel to be tested according to preset geological parameters, wherein the target rockburst level includes: no rockburst level, slight rockburst level, moderate rockburst level and severe rockburst level; If the target rockburst level of the tunnel to be tested is no rockburst level, then no operation is performed; If the target rockburst level of the tunnel to be tested is minor rockburst, then multiple steel bars are installed at the exposed shield of the tunnel to be tested. If the target rockburst level of the tunnel to be tested is medium rockburst level, then multiple advanced anchor bolts are installed at the working face of the tunnel to be tested, and multiple steel bar rows are installed at the exposed shield of the tunnel to be tested, wherein the length of each advanced anchor bolt is set according to the length of the section of the minor rockburst level. If the target rockburst level of the tunnel to be tested is a severe rockburst level, drilling operations are performed at the exposed shield and the tunnel face of the tunnel to be tested, respectively.
[0005] In one embodiment, the surrounding rock strength value and maximum stress value of the tunnel to be tested are determined according to the preset geological parameters and preset stress formula; The surrounding rock strength value of the tunnel to be tested is compared with the maximum stress value, and the target rockburst level of the tunnel to be tested is determined based on the comparison result and the preset geological parameters.
[0006] In one embodiment, the preset geological parameters include: tunnel burial depth, lateral pressure coefficient, surrounding rock cohesion, and surrounding rock internal friction angle; The preset geological parameters include: tunnel burial depth, lateral pressure coefficient, surrounding rock cohesion, and surrounding rock internal friction angle; The step of determining the target rockburst level of the tunnel to be tested based on the comparison results and the preset geological parameters includes: If the maximum stress value is less than the surrounding rock strength value, then the rockburst level of the tunnel under test is determined to be non-rockburst level; If the maximum stress value is greater than or equal to the surrounding rock strength value, the target rockburst level of the tunnel under test is determined based on the lateral pressure coefficient, the tunnel burial depth, the surrounding rock cohesion, and the surrounding rock internal friction angle.
[0007] In one embodiment, the geological conditions of the tunnel to be tested are determined based on the lateral pressure coefficient and the tunnel burial depth, wherein the geological conditions include: a first geological condition and a second geological condition; If the target rockburst level of the tunnel under test is minor rockburst, then multiple steel reinforcement bars are installed at the exposed shield of the tunnel under test, including: If the geological condition of the tunnel to be tested is the first geological condition, then multiple steel bars are arranged around the exposed shield of the tunnel to be tested, or multiple steel bars are arranged in the range from the tunnel arch shoulder to the tunnel arch waist on the left and right sides of the exposed shield of the tunnel to be tested. If the geological condition of the tunnel to be tested is the second geological condition, then multiple rows of steel bars are installed at the tunnel arch and tunnel arch bottom at the exposed shield of the tunnel to be tested.
[0008] In one embodiment, the geological conditions include: a third geological condition, a fourth geological condition, and a fifth geological condition; If the target rockburst level of the tunnel under test is medium rockburst level, then multiple advanced anchor bolts are installed at the tunnel face, and multiple steel reinforcement bars are installed at the exposed shield of the tunnel under test, including: If the geological condition of the tunnel to be tested is the third geological condition, then multiple advanced anchor bolts are installed in the range from the tunnel shoulder to the tunnel waist on both sides of the tunnel face, and multiple steel bar rows are installed in the range from the tunnel shoulder to the tunnel waist on both sides of the exposed shield of the tunnel to be tested. If the geological condition of the tunnel to be tested is the fourth geological condition, then multiple advanced anchor bolts are installed around the tunnel face and multiple steel bar rows are installed around the exposed shield of the tunnel to be tested. If the geological condition of the tunnel to be tested is the fifth geological condition, then multiple advanced anchor bolts are installed at the tunnel arch crown and tunnel arch bottom at the tunnel face of the tunnel to be tested, and multiple steel bar rows are installed at the tunnel arch crown and tunnel arch bottom at the exposed shield of the tunnel to be tested.
[0009] In one embodiment, the geological conditions include: a sixth geological condition and a seventh geological condition; the boreholes include: radial boreholes and advance boreholes; If the target rockburst level of the tunnel under test is a severe rockburst, drilling operations are performed at the exposed shield and the tunnel face, respectively, including: If the geological condition of the tunnel to be tested is the sixth geological condition or the seventh geological condition, then three radial boreholes are set on the upper and lower sides of the exposed shield of the tunnel to be tested, and one advance borehole is set at the tunnel arch and the tunnel arch bottom of the tunnel face, respectively. The depth of the advance borehole is set according to the length of the section of the strong rockburst level.
[0010] In one embodiment, the target stress value of the tunnel under test is acquired in real time until the target stress value is less than the moderate rockburst stress value; Based on the geological conditions of the tunnel to be tested, multiple advanced anchor bolts are installed at the tunnel face, and multiple steel bar rows are installed at the exposed shield of the tunnel to be tested.
[0011] In one embodiment, a rockburst segment sample library is constructed based on the preset geological parameters; A ternary radial depth prediction model is constructed by training the rockburst section sample library with multiple preset single models. The drilling depth value of the radial borehole set at the exposed shield is determined based on the ternary radial depth prediction model.
[0012] Secondly, embodiments of this application provide a rockburst prevention device based on a TBM tunnel, the rockburst prevention device based on a TBM tunnel comprising: The determination module is used to determine the target rockburst level of the tunnel to be tested based on preset geological parameters, wherein the target rockburst level includes: no rockburst level, slight rockburst level, moderate rockburst level and severe rockburst level; The first execution module is configured to not perform any operation if the target rockburst level of the tunnel under test is no rockburst level. The first setting module is used to set multiple steel bars at the exposed shield of the tunnel under test if the target rockburst level of the tunnel under test is a minor rockburst level. The second setting module is used to set multiple advanced anchor bolts at the working face of the tunnel under test and multiple steel bar rows at the exposed shield of the tunnel under test if the target rockburst level of the tunnel under test is a medium rockburst level. The length of each advanced anchor bolt is set according to the length of the section of the minor rockburst level. The second execution module is used to perform drilling operations at the exposed shield and the working face of the tunnel under test if the target rockburst level of the tunnel under test is a severe rockburst level.
[0013] Thirdly, embodiments of this application provide an electronic device, including a memory and a processor, wherein the memory is used to store a computer program, and the computer program executes the rockburst prevention method based on TBM tunnels provided in the first aspect when the processor is running.
[0014] The rockburst prevention method, device, and electronic equipment based on TBM tunnels provided in this application include the following steps: determining the target rockburst level of the tunnel to be tested based on preset geological parameters, wherein the target rockburst level includes: no rockburst level, slight rockburst level, moderate rockburst level, and severe rockburst level; if the target rockburst level of the tunnel to be tested is no rockburst level, no operation is performed; if the target rockburst level of the tunnel to be tested is slight rockburst level, multiple steel reinforcement bars are installed at the exposed shield of the tunnel to be tested; if the target rockburst level of the tunnel to be tested is moderate rockburst level, multiple advanced anchor bolts are installed at the tunnel face of the tunnel to be tested, and multiple steel reinforcement bars are installed at the exposed shield of the tunnel to be tested, wherein the length of each advanced anchor bolt is set according to the segment length of the slight rockburst level; if the target rockburst level of the tunnel to be tested is severe rockburst level, drilling operations are performed at the exposed shield and tunnel face of the tunnel to be tested, respectively. By pre-setting geological parameters to predict rockburst risks and determine the target rockburst level, targeted rockburst prevention and control measures can be implemented based on the target rockburst level. This improves the accuracy of rockburst prediction, enables comprehensive and rapid rockburst risk prediction, and saves prevention and control costs. Attached Figure Description
[0015] To more clearly illustrate the technical solutions of this application, the accompanying drawings used in the embodiments will be briefly described below. It should be understood that the following drawings only show some embodiments of this application and should not be considered as a limitation on the scope of protection of this application. In the various drawings, similar components are numbered similarly.
[0016] Figure 1 A schematic flowchart of a rockburst prevention method based on a TBM tunnel provided in this application embodiment is shown. Figure 2 This paper illustrates a first relationship between tunnel burial depth and rockburst range provided in an embodiment of this application. Figure 3 This illustration shows a second relationship diagram between tunnel burial depth and rockburst range provided in an embodiment of this application; Figure 4 A schematic diagram illustrating the third relationship between tunnel burial depth and rockburst range provided in an embodiment of this application is shown. Figure 5 This paper illustrates a fourth relationship diagram between tunnel burial depth and maximum stress value provided in an embodiment of this application. Figure 6 This illustration shows a fifth relationship diagram between tunnel burial depth and rockburst range provided in an embodiment of this application; Figure 7 This illustration shows a sixth schematic diagram of the relationship between the internal friction angle of the surrounding rock and the maximum stress value provided in an embodiment of this application; Figure 8 This illustration shows a seventh schematic diagram of the relationship between the internal friction angle of the surrounding rock and the rockburst range provided in an embodiment of this application; Figure 9 A schematic diagram of the first preventive measure provided in an embodiment of this application is shown; Figure 10 A schematic diagram of the second preventive measure provided in an embodiment of this application is shown; Figure 11 A schematic diagram of the third preventive measure provided in an embodiment of this application is shown; Figure 12 A schematic diagram of the fourth preventive measure provided in an embodiment of this application is shown; Figure 13 A schematic diagram of the fifth preventive measure provided in an embodiment of this application is shown; Figure 14 A schematic diagram of the sixth preventive measure provided in an embodiment of this application is shown; Figure 15 A schematic diagram of the seventh preventive measure provided in an embodiment of this application is shown; Figure 16 A schematic diagram of the eighth preventive measure provided in an embodiment of this application is shown; Figure 17 A schematic diagram of a rockburst prevention device based on a TBM tunnel provided in this application embodiment is shown. Figure 18 A schematic diagram of the structure of an electronic device provided in an embodiment of this application is shown.
[0017] Icons: 200-Rockburst Prevention Device Based on TBM Tunnel, 201-Determining Module, 202-First Execution Module, 203-First Setting Module, 204-Second Setting Module, 205-Second Execution Module, 300-Electronic Device, 301-Transceiver, 302-Processor, 303-Memory. Detailed Implementation
[0018] The technical solutions in the embodiments of this application will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only some embodiments of this application, and not all embodiments.
[0019] The components of the embodiments of this application described and illustrated in the accompanying drawings can be arranged and designed in a variety of different configurations. Therefore, the following detailed description of the embodiments of this application provided in the drawings is not intended to limit the scope of the claimed application, but merely to illustrate selected embodiments of the application. All other embodiments obtained by those skilled in the art based on the embodiments of this application without inventive effort are within the scope of protection of this application.
[0020] In the following, the terms “comprising,” “having,” and their cognates, which may be used in various embodiments of this application, are intended only to indicate a particular feature, number, step, operation, element, component, or combination thereof, and should not be construed as excluding, firstly, the presence of one or more other features, numbers, steps, operations, elements, components, or combinations thereof, or adding the possibility of one or more features, numbers, steps, operations, elements, components, or combinations thereof.
[0021] Furthermore, the terms "first," "second," and "third" are used only to distinguish descriptions and should not be interpreted as indicating or implying relative importance.
[0022] Unless otherwise specified, all terms used herein (including technical and scientific terms) shall have the same meaning as commonly understood by one of ordinary skill in the art to which the various embodiments of this application pertain. Terms (such as those defined in commonly used dictionaries) shall be interpreted as having the same meaning as in their contextual meaning in the relevant technical field and shall not be construed as having an idealized or overly formal meaning, unless clearly defined in the various embodiments of this application.
[0023] Example 1 This application provides a rockburst prevention method based on TBM tunnels.
[0024] See Figure 1 Rockburst prevention methods based on TBM tunnels include: S101, determine the target rockburst level of the tunnel to be tested according to preset geological parameters, wherein the target rockburst level includes: no rockburst level, slight rockburst level, moderate rockburst level and severe rockburst level.
[0025] In one embodiment, the surrounding rock strength value and maximum stress value of the tunnel to be tested are determined according to the preset geological parameters and preset stress formula; the surrounding rock strength value of the tunnel to be tested is compared with the maximum stress value, and the target rockburst level of the tunnel to be tested is determined according to the comparison result and the preset geological parameters.
[0026] It should be noted that, since rockburst sections typically possess three major geological characteristics—deep burial, high ground stress, and high surrounding rock strength—this application quantifies these three characteristics using parameters such as tunnel depth, lateral pressure coefficient, internal friction angle of surrounding rock, and cohesion of surrounding rock. Simultaneously, the maximum stress value is used as the rockburst condition discrimination index, and the preset stress formula is shown below: ; in, This represents the strength value of the surrounding rock. The cohesion of the surrounding rock; It is the internal friction angle of the surrounding rock.
[0027] Furthermore, this application obtains the maximum stress value on the tunnel excavation profile by performing numerical simulation calculations on preset geological parameters, and compares the maximum stress value with the surrounding rock strength value. As shown in one embodiment, if the maximum stress value is less than the surrounding rock strength value, the rockburst level of the tunnel under test is determined to be non-rockburst level; if the maximum stress value is greater than or equal to the surrounding rock strength value, the target rockburst level of the tunnel under test is determined according to the lateral pressure coefficient, the tunnel burial depth, the surrounding rock cohesion, and the surrounding rock internal friction angle.
[0028] Specifically, orthogonal experiments were used to analyze the relationship between various geological parameters and rock burst occurrence, and various working conditions were obtained, as shown in Table 1.
[0029] Table 1: Calculation Conditions for Orthogonal Experiments
[0030] By obtaining the specific conditions of each working condition, the stress distribution is divided into the following four situations: (1) The stress at the tunnel excavation outline position is large and the stress is concentrated on the left and right arch shoulders, while the stress at the top and bottom of the arch is small; (2) The stress at the tunnel excavation outline position is large and the stress is evenly distributed around the tunnel; (3) The stress at the tunnel excavation outline position is large and the stress is small on the left and right arch shoulders, while the stress is concentrated at the top and bottom of the arch; (4) The stress at the outer ring position of the tunnel excavation outline is large and the stress is evenly distributed around the tunnel.
[0031] Furthermore, rockbursts can be classified into the following categories: (a) no rockburst; (b) rockbursts on the left and right shoulders of the tunnel excavation profile; (c) rockbursts on both sides of the tunnel excavation profile; (d) rockbursts at the crown and bottom of the tunnel excavation profile; (e) large-scale strength failure outside the tunnel excavation profile, with coordinated displacement of the fractured rock mass, resulting in large deformation of the tunnel rather than a rockburst.
[0032] In this embodiment, statistical simulations of the stress distribution and rockburst occurrence are performed to analyze the correlation between various geological parameters and the rockburst range: First, the correlation analysis between tunnel depth and rockburst range is as follows: Figure 2 , Figure 3 and Figure 4 As shown in the figure, as the tunnel burial depth increases, the strength of the surrounding rock continuously increases, and the surrounding rock gradually evolves from a rockburst-free section to a rockburst-prone section, with the range of rockburst occurrence gradually increasing. Figure 2 This is a schematic diagram showing the first relationship between tunnel depth and rockburst range when the lateral pressure coefficient is 0.8. Figure 3 This is a schematic diagram showing the second relationship between tunnel depth and rockburst range when the lateral pressure coefficient is 1. Figure 4 This is a schematic diagram illustrating the relationship between tunnel depth and rockburst range when the lateral pressure coefficient is 1.2. Specific analysis shows that when the lateral pressure coefficient is between 0.8 and 1.0 and the tunnel depth is <800m, no rockburst occurs. When the tunnel depth is ≥800m, rockbursts occur, and the smaller the absolute value of the difference between the lateral pressure coefficient and 1, and the larger the tunnel depth, the wider the range of rockbursts and the stronger their destructive power. When the lateral pressure coefficient is <0.8 or >1.0 and the tunnel depth is <800m, rockbursts may occur.
[0033] Second, the correlation analysis between the lateral pressure coefficient and the rockburst range is as follows: Figure 5 and Figure 6 As shown. Figure 5 This is a schematic diagram illustrating the fourth relationship between tunnel depth and maximum stress when the lateral pressure coefficient is 0.8. Figure 6This is a schematic diagram illustrating the relationship between tunnel depth and rockburst range when the lateral pressure coefficient is 0.8. As shown, the location of rockburst damage varies under different lateral pressure coefficients. When the lateral pressure coefficient is 0.8, the vertical stress in the tunnel is greater than the measured stress, causing horizontal deformation of the tunnel profile. Under the constraint of the surrounding rock, a large horizontal compressive force is generated. Therefore, the maximum stress value of the surrounding rock is highest at the left and right arch shoulders and arch feet, making them most susceptible to rockburst damage. Similarly, when the lateral pressure coefficient is 1.0, the maximum stress value of the surrounding rock is highest at the left and right arch crowns and arch bottoms, making them most susceptible to rockburst damage. When the lateral pressure coefficient is 1.0, the vertical and horizontal forces on the tunnel are equal, and the tunnel profile shrinks inward along the radial direction. Therefore, the surrounding rock at the profile is uniformly stressed, and there is a risk of rockburst at all points.
[0034] In other words, the value of the lateral pressure coefficient determines the location of the rockburst, and the lateral pressure coefficient is correlated with the maximum stress value and the range of the rockburst.
[0035] Third, the correlation analysis between the internal friction angle of the surrounding rock and the range of rockburst is as follows: Figure 7 and Figure 8 As shown. Figure 7 This is a schematic diagram illustrating the sixth relationship between the internal friction angle of the surrounding rock and the maximum stress value. Figure 8 This is a schematic diagram illustrating the relationship between the internal friction angle of the surrounding rock and the rockburst range. As shown, as the internal friction angle gradually increases from 30 degrees to 50 degrees, the maximum stress value on the tunnel excavation profile gradually increases, while the rockburst range gradually decreases. For the same internal friction angle, the higher the cohesion of the surrounding rock, the greater the stress it experiences, and the smaller the potential rockburst range. It should be noted that the letter 'c' in the diagram represents the cohesion of the surrounding rock.
[0036] In some cases, the damage zone extends far beyond the 10m diameter of the tunnel excavation. For example, when the friction angle is 30 degrees, the rockburst range exceeds 10m (represented as 10m in the figure). In such situations, a large area of fractured surrounding rock deforms synergistically under high ground stress, resulting in time-delayed rockbursts in the tunnel.
[0037] Based on the above correlation analysis, the rockburst level is divided into four levels: I, II, III, and IV, with the rockburst occurrence range as the indicator. Specifically, Level I is no rockburst, Level II is slight rockburst, Level III is moderate rockburst, and Level IV is severe rockburst. The identification criteria for each rockburst jamming level are shown in Table 2.
[0038] Table 2: Criteria for Identifying Rockburst Capacitor Levels.
[0039]
[0040] It should be noted that this application breaks through the limitations of traditional methods that rely on microseismic monitoring by conducting correlation analysis between geological parameters and rockburst occurrence. It directly identifies rockburst segments based on geological parameters and establishes quantitative correlations through orthogonal experiments and numerical simulations, thereby achieving rapid and low-cost rockburst risk prediction. This provides accurate risk identification means for subsequent prevention methods and improves the pertinence and effectiveness of subsequent prevention methods.
[0041] S102, if the target rockburst level of the tunnel to be tested is no rockburst level, then no operation is performed.
[0042] It should be noted that, as shown in Table 2, the lateral pressure coefficient of Class I rockburst is ≤1.0, and the internal friction angle of the surrounding rock is >50 degrees. After tunnel excavation, stress concentration occurs in the area from the tunnel shoulders to the tunnel waist on both sides, or around the tunnel, along the excavation outline. However, the tunnel depth is <800m, and the surrounding rock strength is high, so rockburst or rockburst jamming will not occur. In summary, the Class I rockburst section is a rockburst-free section, and no advanced preventive measures are needed to ensure the normal passage of the TBM.
[0043] S103, if the target rockburst level of the tunnel to be tested is minor rockburst, then multiple steel bars are installed at the exposed shield of the tunnel to be tested.
[0044] In one embodiment, the geological conditions of the tunnel to be tested are determined based on the lateral pressure coefficient and the tunnel burial depth, wherein the geological conditions include: a first geological condition and a second geological condition; if the geological conditions of the tunnel to be tested are the first geological condition, then multiple rows of steel bars are arranged around the exposed shield of the tunnel to be tested, or multiple rows of steel bars are arranged in the range from the tunnel arch shoulder to the tunnel arch waist on both the left and right sides of the exposed shield of the tunnel to be tested; if the geological conditions of the tunnel to be tested are the second geological condition, then multiple rows of steel bars are arranged at the tunnel arch crown and tunnel arch bottom at the exposed shield of the tunnel to be tested.
[0045] It should be noted that, as shown in Table 2, the Class II rockburst section is divided into two typical geological conditions based on stress distribution. Both conditions lead to rock bursts within a 0-0.5m strength range at specific locations along the tunnel excavation outline, resulting in slight rockburst debris spalling. To address this, this application employs a reinforcement method. This involves installing steel reinforcement bars in the exposed shield section to prevent rockbursts and using strong supports to directly bear small-scale rockburst debris, thus avoiding TBM jamming caused by such minor rockbursts. This application implements specific preventative operations by combining the distribution of surrounding rock damage areas under the two typical geological conditions.
[0046] Specifically, in the first geological condition, the tunnel depth is between 800 and 1000 meters, and the lateral pressure coefficient is between 0.8 and 1.0. The post-excavation tunnel stress is distributed between the tunnel shoulders and waist on both sides and uniformly around the tunnel, with the internal friction angle of the surrounding rock greater than 50 degrees. The maximum stress is located at the tunnel excavation profile. Due to the larger tunnel depth and lateral pressure coefficient in the Class II rockburst scenario, the post-excavation stress is higher than in the Class I rockburst scenario. Furthermore, the maximum stress value exceeds the surrounding rock strength within a radial range of 0-0.5 meters along the tunnel, leading to rock fracture and spalling. Therefore, to prevent rockbursts, the following measures can be taken: Figure 9 As shown, a full-ring arrangement of reinforcing bars is constructed at the exposed shield location, or, as... Figure 10 As shown, multiple rows of steel bars are installed only on the left and right sides of the tunnel arch shoulders to the tunnel arch waist at the exposed shield location. This application uses strong support to directly bear small-scale rockburst debris, thereby avoiding TBM jamming caused by such minor rockbursts.
[0047] Furthermore, in the second geological condition, the tunnel depth is in the range of 600-800m, and the lateral pressure coefficient is >1.0. The stress distribution after excavation is from the tunnel crown to the tunnel shoulder and from the tunnel foot to the tunnel bottom, with a friction angle >50 degrees. The maximum stress is distributed along the tunnel excavation profile. Due to the smaller tunnel depth and larger lateral pressure coefficient, in the radial range of 0-0.5m from the tunnel bottom to the tunnel bottom, the ground stress exceeds the surrounding rock strength, leading to rock fracture and spalling. In response, as... Figure 11 As shown, this application employs multiple rows of reinforcing bars at the tunnel arch and tunnel arch bottom on both sides of the exposed shield to prevent TBM jamming caused by minor rockbursts. The specific number of reinforcing bar rows is determined based on the on-site rockburst conditions, with the spacing between the reinforcing bar rows being less than the minimum diameter of the blasted rock fragments.
[0048] S104, if the target rockburst level of the tunnel to be tested is medium rockburst level, then multiple advanced anchor bolts are installed at the working face of the tunnel to be tested, and multiple steel bar rows are installed at the exposed shield of the tunnel to be tested, wherein the length of each advanced anchor bolt is set according to the length of the section of the minor rockburst level.
[0049] In one embodiment, the geological conditions include: a third geological condition, a fourth geological condition, and a fifth geological condition; if the geological condition of the tunnel to be tested is the third geological condition, multiple advanced anchor bolts are installed within the range from the tunnel shoulders to the tunnel waist on both sides of the tunnel face, and multiple steel reinforcement bars are installed within the range from the tunnel shoulders to the tunnel waist on both sides of the exposed shield of the tunnel to be tested; if the geological condition of the tunnel to be tested is the fourth geological condition, multiple advanced anchor bolts are installed around the tunnel face, and multiple steel reinforcement bars are installed around the exposed shield of the tunnel to be tested. If the geological condition of the tunnel to be tested is the fifth geological condition, then multiple advanced anchor bolts are installed at the tunnel arch crown and tunnel arch bottom at the tunnel face of the tunnel to be tested, and multiple steel bar rows are installed at the tunnel arch crown and tunnel arch bottom at the exposed shield of the tunnel to be tested.
[0050] It should be noted that, as shown in Table 2, the Class III rockburst section can be divided into three typical geological conditions based on the distribution of ground stress. All of these conditions can lead to damage to the surrounding rock at specific locations along the tunnel excavation outline, with a strength range of 0.5 to 3 meters, resulting in severe rockburst debris ejection. In response, this application adopts reinforcement and pre-reinforcement methods. By installing pre-anchor bolts at the tunnel face, the interaction between the pre-anchor bolts and the surrounding rock is utilized to release a certain amount of stress, reducing the target rockburst level from Class III to Class II. Subsequently, the same treatment measures as for Class II are adopted, namely, the installation of steel reinforcement in the exposed shield section to prevent the TBM from jamming due to rockburst.
[0051] Specifically, in the third geological condition, the tunnel depth is between 1200 and 1400 meters, and the lateral pressure coefficient is between 0.8 and 1.0. After excavation, the tunnel stress is concentrated between the left and right tunnel shoulders and the tunnel waist, and the internal friction angle of the surrounding rock is >50 degrees. The maximum stress distribution is located at the tunnel excavation profile. To avoid rock bursts, such as... Figure 12 As shown, this application installs multiple advanced anchor bolts within the range from the tunnel arch shoulder to the tunnel arch waist on both the left and right sides of the tunnel face to be tested, in order to release some stress and reduce the target rockburst level from level III to level II, and then as... Figure 10 As shown, multiple rows of steel bars are installed on both sides of the tunnel arch shoulder to the tunnel arch waist at the exposed shield location.
[0052] Furthermore, in the fourth geological condition, the tunnel depth is in the range of 800m~1200m, and the lateral pressure coefficient is >1.0. The tunnel stress after excavation is uniformly distributed around the tunnel. To avoid rock bursts, this application... Figure 13 As shown, multiple advanced anchor bolts are installed around the working face of the tunnel to be tested, and then... Figure 9 As shown, multiple rows of steel bars are arranged around the exposed shield.
[0053] Furthermore, in the fifth geological condition, the tunnel depth is >1000m and the lateral pressure coefficient is >1.0. The stress distribution after excavation is from the tunnel crown to the tunnel shoulder and from the tunnel foot to the tunnel bottom. To avoid rock bursts, such as... Figure 14 As shown, this application installs multiple advanced anchor bolts at the tunnel arch crown and tunnel arch bottom at the tunnel face, respectively, and then... Figure 11 As shown, multiple rows of steel bars are installed at the tunnel arch and tunnel arch bottom where the shield is exposed.
[0054] S105, if the target rockburst level of the tunnel to be tested is a severe rockburst level, drilling operations are performed at the exposed shield and the working face of the tunnel to be tested, respectively.
[0055] In one embodiment, the target stress value of the tunnel under test is acquired in real time until the target stress value is less than the moderate rockburst stress value; according to the geological conditions of the tunnel under test, multiple advanced anchor bolts are installed at the working face of the tunnel under test, and multiple steel bar rows are installed at the exposed shield of the tunnel under test.
[0056] It should be noted that, as shown in Table 2, the Class IV rockburst section can be divided into two typical geological conditions based on the distribution of ground stress. Both conditions can lead to damage to the surrounding rock within a range of >3m at specific locations along the tunnel excavation outline, resulting in severe rockburst debris ejection. To address this, this application employs a combination of borehole decompression, pre-reinforcement, and reinforcement. First, pre-drilling is performed at stress concentration locations along the tunnel outline to release a significant amount of stress. By monitoring stress changes in real time, the target stress value is compared with the stress value of a Class III rockburst. When the target stress value is less than the stress value of a Class III rockburst, it is determined that the Class IV rockburst has been converted to Class III, and Class III rockburst prevention measures are implemented.
[0057] In one embodiment, the geological conditions include: a sixth geological condition and a seventh geological condition; the boreholes include: radial boreholes and advance boreholes; if the geological conditions of the tunnel to be tested are the sixth geological condition or the seventh geological condition, then three radial boreholes are respectively set on the upper and lower sides of the exposed shield of the tunnel to be tested, and one advance borehole is respectively set at the tunnel arch and tunnel arch bottom of the tunnel face, wherein the depth of the advance borehole is set according to the length of the section of the strong rockburst level.
[0058] Specifically, in geological conditions VI or VII, when the tunnel depth is between 1400 and 1600 m or greater than 1000 m and the lateral pressure coefficient is greater than 1.0, to prevent rockbursts, such as... Figure 15 As shown, this application provides three radial drill holes on each of the upper and lower sides of the exposed shield. The three radial drill holes are respectively located on the upper and lower sides of the exposed shield in the vertical direction and at an angle of 30 degrees to the vertical direction. Figure 16 As shown, one advanced borehole is set at the tunnel arch and one at the tunnel arch bottom of the tunnel face, respectively.
[0059] It should be noted that this application predetermines various geological conditions and implements corresponding rockburst prevention measures according to the geological conditions of each place, so as to carry out differentiated and targeted rockburst prevention and control, thereby reducing the risk of rockburst and reducing the waste of resources.
[0060] In one embodiment, a rockburst section sample library is constructed based on the preset geological parameters; the rockburst section sample library is trained using multiple preset single models to construct a ternary radial depth prediction model; and the borehole depth value of the radial borehole set at the exposed shield is determined based on the ternary radial depth prediction model.
[0061] It should be noted that this application collects key geological parameters from areas prone to rockbursts, including tunnel depth, lateral pressure coefficient, internal friction angle of surrounding rock, and cohesion of surrounding rock. After data cleaning and standardization, a rockburst segment sample library is constructed. This sample library covers rockburst case data under different geological conditions, providing comprehensive feature inputs for subsequent model training.
[0062] Furthermore, this application employs three typical machine learning models to train the sample database data, including a least squares regression model, a neural network model, and a support vector machine model. The least squares regression model minimizes the sum of squared prediction errors to establish a linear mapping relationship between geological parameters and rockburst characteristics; the neural network model learns the complex nonlinear correlation between geological parameters and rockburst indicators based on a multi-layered nonlinear neuron structure; and the support vector machine model finds the optimal classification hyperplane to achieve data segmentation.
[0063] Based on the prediction accuracy (e.g., mean squared error, accuracy) of each individual model on the validation set, a dynamic weighting algorithm is used to calculate the fusion weights. It should be understood that this application determines that the model performing better under specific geological conditions receives a higher weight, ensuring that the fusion model fully leverages the strengths of each sub-model.
[0064] Furthermore, the least squares regression model, neural network model, and support vector machine model are integrated according to the above weights to construct a ternary radial depth prediction model. The prediction results of each individual model are then integrated through a weighted voting mechanism to output the borehole depth value of the radial borehole.
[0065] Furthermore, by integrating multi-source geological parameters and a ternary model, the prediction accuracy of rockburst characteristic parameters is significantly improved, overcoming the applicability limitations of a single model. At the same time, combined with numerical simulation technology, spatial analysis of the rockburst range is achieved, providing a quantitative basis for construction parameter design. The constructed ternary radial depth prediction model has good scalability and can incorporate new geological parameters or machine learning algorithms to adapt to the rockburst prevention and control needs under different geological conditions.
[0066] The rockburst prevention method based on TBM tunnels provided in this embodiment predicts rockburst risk by preset geological parameters and determines the target rockburst level. Based on the target rockburst level, targeted rockburst prevention and control are carried out, thereby improving the accuracy of rockburst prediction, realizing comprehensive and rapid rockburst risk prediction, and saving prevention and control costs.
[0067] Example 2 Furthermore, this application provides a rockburst prevention device based on a TBM tunnel.
[0068] like Figure 17 As shown, the rockburst prevention device 200 based on TBM tunnels includes: The determination module 201 is used to determine the target rockburst level of the tunnel to be tested based on preset geological parameters, wherein the target rockburst level includes: no rockburst level, slight rockburst level, moderate rockburst level and severe rockburst level. The first execution module 202 is used to perform no operation if the target rockburst level of the tunnel to be tested is no rockburst level; The first setting module 203 is used to set multiple steel bars at the exposed shield of the tunnel under test if the target rockburst level of the tunnel under test is a minor rockburst level. The second setting module 204 is used to set multiple advanced anchor bolts at the working face of the tunnel under test and multiple steel bar rows at the exposed shield of the tunnel under test if the target rockburst level of the tunnel under test is a medium rockburst level. The length of each advanced anchor bolt is set according to the length of the section of the minor rockburst level. The second execution module 205 is used to perform drilling operations at the exposed shield and the working face of the tunnel under test if the target rockburst level of the tunnel under test is a severe rockburst level.
[0069] The rockburst prevention device 200 based on TBM tunnels provided in this embodiment can realize the rockburst prevention method based on TBM tunnels provided in Embodiment 1. To avoid repetition, it will not be described again here.
[0070] The rockburst prevention device based on TBM tunnels provided in this embodiment predicts rockburst risk by preset geological parameters and determines the target rockburst level. Based on the target rockburst level, targeted rockburst prevention and control are carried out, thereby improving the accuracy of rockburst prediction, realizing comprehensive and rapid rockburst risk prediction, and saving prevention and control costs.
[0071] Example 3 Furthermore, this application provides an electronic device, including a memory and a processor. The memory stores a computer program, which, when run on the processor, executes the rockburst prevention method based on TBM tunnels provided in Embodiment 1.
[0072] In this embodiment of the application, the electronic device 300 further includes a memory 303. Figure 18 In this context, the bus architecture can include any number of interconnected buses and bridges, specifically connecting various circuits of one or more processors represented by processor 302 and memory represented by memory 303. The bus architecture can also connect various other circuits such as peripheral devices, voltage regulators, and power management circuits, which are well known in the art and therefore will not be described further herein. The bus interface provides an interface. Transceiver 301 can be multiple elements, including transmitters and receivers, providing a unit for communicating with various other devices over a transmission medium. Processor 302 is responsible for managing the bus architecture and general processing, and memory 303 can store data used by processor 302 during operation.
[0073] The electronic device 300 provided in this application embodiment can execute the steps of the rockburst prevention method based on TBM tunnels provided in the above method embodiment 1. To avoid repetition, it will not be described again here.
[0074] The electronic device provided in this embodiment predicts rockburst risk by preset geological parameters and determines the target rockburst level. Based on the target rockburst level, it performs targeted rockburst prevention and control, thereby improving the accuracy of rockburst prediction, realizing comprehensive and rapid rockburst risk prediction, and saving prevention and control costs.
[0075] It should be noted that, in this document, the terms "comprising," "including," or any other variations thereof are intended to cover non-exclusive inclusion, such that a process, method, article, or terminal that comprises a list of elements includes not only those elements but also other elements not expressly listed, or elements inherent to such a process, method, article, or terminal. Unless otherwise specified, an element defined by the phrase "comprising one..." does not exclude the presence of other identical elements in the process, method, article, or terminal that includes that element.
[0076] Through the above description of the embodiments, those skilled in the art can clearly understand that the methods of the above embodiments can be implemented by means of software plus necessary general-purpose hardware platforms. Of course, they can also be implemented by hardware, but in many cases the former is a better implementation method. Based on this understanding, the technical solution of this application, in essence, or the part that contributes to the prior art, can be embodied in the form of a software product. This computer software product is stored in a storage medium (such as ROM / RAM, magnetic disk, optical disk) and includes several instructions to cause a terminal (which may be a mobile phone, computer, server, air conditioner, or network device, etc.) to execute the methods described in the various embodiments of this application.
[0077] The embodiments of this application have been described above with reference to the accompanying drawings. However, this application is not limited to the specific embodiments described above. The specific embodiments described above are merely illustrative and not restrictive. Those skilled in the art can make many other forms under the guidance of this application without departing from the spirit and scope of the claims, and all of these forms are within the protection scope of this application.
Claims
1. A rockburst prevention method based on TBM tunnels, characterized in that, The method includes: The target rockburst level of the tunnel to be tested is determined according to preset geological parameters, wherein the target rockburst level includes: no rockburst level, slight rockburst level, moderate rockburst level and severe rockburst level. If the target rockburst level of the tunnel to be tested is no rockburst level, then no operation is performed; If the target rockburst level of the tunnel to be tested is minor rockburst, then multiple steel bars are installed at the exposed shield of the tunnel to be tested. If the target rockburst level of the tunnel to be tested is medium rockburst level, then multiple advanced anchor bolts are installed at the working face of the tunnel to be tested, and multiple steel bar rows are installed at the exposed shield of the tunnel to be tested, wherein the length of each advanced anchor bolt is set according to the length of the section of the minor rockburst level. If the target rockburst level of the tunnel to be tested is a severe rockburst level, drilling operations are performed at the exposed shield and the tunnel face of the tunnel to be tested, respectively.
2. The rockburst prevention method based on TBM tunnels according to claim 1, characterized in that, The process of determining the target rockburst level of the tunnel under test based on preset geological parameters includes: The surrounding rock strength value and maximum stress value of the tunnel to be tested are determined based on the preset geological parameters and preset stress formula. The surrounding rock strength value of the tunnel to be tested is compared with the maximum stress value, and the target rockburst level of the tunnel to be tested is determined based on the comparison result and the preset geological parameters.
3. The rockburst prevention method based on TBM tunnels according to claim 2, characterized in that, The preset geological parameters include: tunnel burial depth, lateral pressure coefficient, surrounding rock cohesion, and surrounding rock internal friction angle; The step of determining the target rockburst level of the tunnel to be tested based on the comparison results and the preset geological parameters includes: If the maximum stress value is less than the surrounding rock strength value, then the rockburst level of the tunnel under test is determined to be non-rockburst level; If the maximum stress value is greater than or equal to the surrounding rock strength value, the target rockburst level of the tunnel under test is determined based on the lateral pressure coefficient, the tunnel burial depth, the surrounding rock cohesion, and the surrounding rock internal friction angle.
4. The rockburst prevention method based on TBM tunnels according to claim 3, characterized in that, The method further includes: The geological conditions of the tunnel to be tested are determined based on the lateral pressure coefficient and the tunnel burial depth, wherein the geological conditions include: a first geological condition and a second geological condition; If the target rockburst level of the tunnel under test is minor rockburst, then multiple steel reinforcement bars are installed at the exposed shield of the tunnel under test, including: If the geological condition of the tunnel to be tested is the first geological condition, then multiple steel bars are arranged around the exposed shield of the tunnel to be tested, or multiple steel bars are arranged in the range from the tunnel arch shoulder to the tunnel arch waist on the left and right sides of the exposed shield of the tunnel to be tested. If the geological condition of the tunnel to be tested is the second geological condition, then multiple rows of steel bars are installed at the tunnel arch and tunnel arch bottom at the exposed shield of the tunnel to be tested.
5. The rockburst prevention method based on TBM tunnels according to claim 4, characterized in that, The geological conditions include: the third geological condition, the fourth geological condition, and the fifth geological condition; If the target rockburst level of the tunnel under test is medium rockburst level, then multiple advanced anchor bolts are installed at the tunnel face, and multiple steel reinforcement bars are installed at the exposed shield of the tunnel under test, including: If the geological condition of the tunnel to be tested is the third geological condition, then multiple advanced anchor bolts are installed in the range from the tunnel shoulder to the tunnel waist on both sides of the tunnel face, and multiple steel bar rows are installed in the range from the tunnel shoulder to the tunnel waist on both sides of the exposed shield of the tunnel to be tested. If the geological condition of the tunnel to be tested is the fourth geological condition, then multiple advanced anchor bolts are installed around the tunnel face and multiple steel bar rows are installed around the exposed shield of the tunnel to be tested. If the geological condition of the tunnel to be tested is the fifth geological condition, then multiple advanced anchor bolts are installed at the tunnel arch crown and tunnel arch bottom at the tunnel face of the tunnel to be tested, and multiple steel bar rows are installed at the tunnel arch crown and tunnel arch bottom at the exposed shield of the tunnel to be tested.
6. The rockburst prevention method based on TBM tunnels according to claim 5, characterized in that, The geological conditions include: geological condition 6 and geological condition 7; the boreholes include: radial boreholes and advance boreholes; If the target rockburst level of the tunnel under test is a severe rockburst, drilling operations are performed at the exposed shield and the tunnel face, respectively, including: If the geological condition of the tunnel to be tested is the sixth geological condition or the seventh geological condition, then three radial boreholes are set on the upper and lower sides of the exposed shield of the tunnel to be tested, and one advance borehole is set at the tunnel arch and the tunnel arch bottom of the tunnel face, respectively. The depth of the advance borehole is set according to the length of the section of the strong rockburst level.
7. The rockburst prevention method based on TBM tunnels according to claim 5, characterized in that, After drilling operations are performed at the exposed shield and the working face of the tunnel to be tested, the process includes: The target stress value of the tunnel under test is acquired in real time until the target stress value is less than the stress value of a medium rockburst level. Based on the geological conditions of the tunnel to be tested, multiple advanced anchor bolts are installed at the tunnel face, and multiple steel bar rows are installed at the exposed shield of the tunnel to be tested.
8. The rockburst prevention method based on TBM tunnels according to claim 6, characterized in that, The method of setting three radial boreholes on each of the upper and lower sides of the exposed shield of the tunnel to be tested includes: A sample library of rockburst sections is constructed based on the preset geological parameters; A ternary radial depth prediction model is constructed by training the rockburst section sample library with multiple preset single models. The drilling depth value of the radial borehole set at the exposed shield is determined based on the ternary radial depth prediction model.
9. A rockburst prevention device based on TBM tunnels, characterized in that, The device includes: The determination module is used to determine the target rockburst level of the tunnel to be tested based on preset geological parameters, wherein the target rockburst level includes: no rockburst level, slight rockburst level, moderate rockburst level and severe rockburst level; The first execution module is configured to not perform any operation if the target rockburst level of the tunnel under test is no rockburst level. The first setting module is used to set multiple steel bars at the exposed shield of the tunnel under test if the target rockburst level of the tunnel under test is a minor rockburst level. The second setting module is used to set multiple advanced anchor bolts at the working face of the tunnel under test and multiple steel bar rows at the exposed shield of the tunnel under test if the target rockburst level of the tunnel under test is a medium rockburst level. The length of each advanced anchor bolt is set according to the length of the section of the minor rockburst level. The second execution module is used to perform drilling operations at the exposed shield and the working face of the tunnel under test if the target rockburst level of the tunnel under test is a severe rockburst level.
10. An electronic device, characterized in that, The system includes a memory and a processor, wherein the memory stores a computer program that executes the rockburst prevention method based on any one of claims 1 to 8 when the processor is running.