Roadway rapid excavation method and system matching critical excavation speed with support efficiency

Abstract

A kind of critical excavation speed and support efficiency matching roadway rapid excavation method and system belong to coal mine roadway rapid excavation and anchor rod supporting technical field, method: through test determination anchor rod bearing time, excavation disturbance transmission distance, calculate critical excavation speed and constrain actual speed not more than this value;Single anchor efficiency and group anchor efficiency are defined, anchor rod length, pre-tightening force and interval row distance are optimized with efficiency maximization as goal under the premise of meeting surrounding rock stability, and corrected through field construction and dynamic feedback.System: the system is composed of anchor rod load monitoring unit, surrounding rock deformation monitoring unit, critical speed calculation unit, anchor rod efficiency evaluation unit, anchoring parameter optimization design unit, excavation speed control unit and feedback correction unit, through real-time acquisition load and deformation data, calculate critical excavation speed, evaluate anchor rod efficiency and optimize parameters, linkage control speed, realize dynamic correction.The present application can improve the excavation efficiency under the premise of ensuring the stability of surrounding rock.

Description

Technical Field

[0001] This invention belongs to the field of rapid tunneling and anchor bolt support technology in coal mines, specifically relating to a rapid tunneling method and system that matches critical tunneling speed with support effectiveness. Background Technology

[0002] With the increasing depth and intensity of coal mining in my country, the problem of tight succession between mining and tunneling in underground roadway excavation projects has become increasingly prominent. The progress of roadway excavation generally lags behind the speed of face mining, becoming a common technical bottleneck restricting safe, efficient, and intensive mine production. In conventional roadway excavation cycles, bolt and cable support operations account for up to two-thirds of the total cycle time, making it a core process limiting roadway excavation efficiency. To effectively control the deformation and instability of surrounding rock in deep roadways, high-density bolt and cable support schemes are often adopted on-site. However, the small spacing between support rows and the large number of anchors directly result in complex and time-consuming support operations, severely slowing down the excavation cycle progress.

[0003] Extensive engineering practice has shown that simply increasing the density of anchor bolts does not linearly improve the control effect of the surrounding rock. Overly dense support arrangements can easily lead to stress superposition and mutual interference between anchor bolts, weakening the overall effectiveness of the synergistic bearing capacity of the anchor group. Furthermore, the selection of key anchoring parameters such as bolt length and preload has long relied on field engineering experience, and a scientific and quantitative design basis adapted to the surrounding rock conditions and tunnel excavation speed has not yet been established. How to achieve safe and controllable rapid tunnel excavation by improving the support effectiveness of individual anchor bolts and anchor group systems while ensuring the long-term stability of the surrounding rock, and by rationally optimizing the support layout density, has become a pressing technical challenge in the field of deep coal mine support engineering.

[0004] To address the challenges of rapid tunnel excavation and optimization of support parameters, scholars both domestically and internationally have conducted extensive theoretical and engineering research. Current research primarily focuses on two main directions: first, developing new high-strength anchor bolt substrates and improving the overall performance of anchoring agents to enhance the ultimate bearing capacity and deformation resistance of individual anchor bolts; second, using numerical simulation and theoretical analysis to explore the influence of anchor bolt spacing on surrounding rock deformation control, and providing empirically recommended spacing values ​​for different working conditions.

[0005] However, existing studies generally treat tunneling speed as a process parameter independent of support design, rarely considering the tunneling disturbance rate and the evolution of anchor bolt load-bearing capacity as a coupled system for collaborative research. In reality, after anchor bolt installation, there needs to be a period of time for the anchoring agent to gel and solidify, and for the surrounding rock stress to gradually diffuse before it can reach the designed load-bearing level; while the excavation disturbance generated by tunneling will be quickly transmitted to adjacent supported sections. If the tunneling speed exceeds the reasonable critical range, the anchor bolts will be affected by tunneling disturbances before they have completed stress growth and fully exerted their load-bearing capacity, and will be in a state of inefficient stress operation for a long time. Even blindly increasing the density of anchor bolts cannot compensate for the structural loss in the overall effectiveness of the support system.

[0006] Currently, mine tunneling speeds are often set crudely based on the performance of tunneling equipment and construction organization experience, lacking quantitative constraints that match the evolution characteristics of the mechanical response of bolt support. Furthermore, bolt support parameter design does not consider bolt bearing capacity and tunneling disturbance transmission distance as core input variables, resulting in a disconnect between tunneling technology and support design in terms of time effects and spatial disturbance dimensions. This research gap leads to existing rapid tunneling technologies often sacrificing the actual bearing capacity of bolts for tunneling progress, resulting in a technical dilemma: faster tunneling makes surrounding rock stability more difficult, while low-speed tunneling is less economical. To address these shortcomings, a rapid tunneling method that matches the critical tunneling speed with bolt support effectiveness is urgently needed. Summary of the Invention

[0007] To address the problems existing in the prior art, this invention provides a method and system for rapid tunnel excavation that matches critical tunneling speed with support effectiveness. This method significantly improves tunneling efficiency while ensuring surrounding rock stability, and solves the technical problems of lacking quantitative basis for tunneling speed setting and the disconnect between anchor bolt support parameters and tunneling technology. It provides a scientific and quantitative method for designing support parameters for rapid tunnel excavation in coal mines. The tunneling system has a simple structure and a high degree of intelligence, enabling intelligent management of the entire process, from anchor bolt bearing time calibration and disturbance distance measurement to critical speed constraints, anchoring parameter optimization, construction process control, and dynamic feedback correction.

[0008] To achieve the above objectives, the present invention provides a method for rapid tunnel excavation that matches the critical tunneling speed with the support effectiveness, comprising the following steps:

[0009] Step 1: Determine the anchor bolt bearing time;

[0010] Test anchor bolts were constructed in the same geological section. Load sensors were installed and the working load-time curves were recorded. A three-parameter exponential growth model was fitted, and the anchor bolt bearing time was defined. ;

[0011] Step 2: Determination of disturbance transmission distance; Set up surrounding rock deformation monitoring sections behind the face of the excavated roadway, continuously record the distribution of surrounding rock deformation rate along the roadway axis during each excavation cycle, and define the disturbance transmission distance. ;

[0012] Step 3: Calculation and constraint control of critical tunneling speed; Calculate the critical tunneling speed. and the actual tunneling speed Constraints are imposed; at the critical tunneling speed When the speed is lower than the minimum effective advance speed of the tunneling equipment, adjustment measures should be taken to increase the critical tunneling speed. ;

[0013] Step 4: Evaluation of the effectiveness of active support by a single anchor bolt; Define the effectiveness index of active support by a single anchor bolt. And ensure the active support effectiveness index of a single anchor bolt. The mean value is not lower than the design threshold. ;

[0014] Step 5: Evaluation of the effectiveness of group anchor support and identification of stress interference;

[0015] Define the performance index of anchor support groups And adjust the spacing between anchor bolts based on stress interference judgment;

[0016] Step 6: Anchoring parameter optimization design;

[0017] To meet the tunneling speed Under the constraints, and Take the maximum value as the optimization objective, with the anchor length as the target. Preload , row spacing As design variables, the optimal combination of anchor bolt parameters is solved through field orthogonal experiments, numerical simulation or response surface methodology to minimize the number of anchor bolts and maximize support efficiency.

[0018] Step 7: On-site construction and dynamic feedback correction;

[0019] The optimal combination of anchor bolt parameters was used for on-site anchor bolt support construction. During the construction process, the tunneling speed, anchor bolt working load and surrounding rock deformation were continuously monitored. The critical tunneling speed model and anchor bolt performance evaluation index were dynamically verified based on the measured data. If necessary, the relevant parameters were corrected and used for subsequent section construction.

[0020] As a preferred embodiment, the process for determining the anchor bolt bearing time in step 1 is as follows:

[0021] S11: Test anchor bolt construction; construct no fewer than 5 test anchor bolts in the same geological section of the roadway to be excavated, and install a load sensor on each anchor bolt to continuously record the working load from the moment the anchoring agent is mixed. The load-time relationship is obtained by observing the curve of the load change over time.

[0022] S12: Model Fitting; A three-parameter exponential growth model is used to fit the load-time relationship, as shown in the following equation:

[0023] ;

[0024] In the formula, ; This refers to the ultimate anchoring force of the anchor bolt. The moment when the load begins to increase significantly after the anchor bolt is installed; The anchoring system time constant;

[0025] S13: Parameter statistics; through regression analysis of the measured curves of no less than 5 force-measuring anchor rods, determine... , , The statistical mean;

[0026] S14: Bearing time calculation; Anchor bolt bearing time Defined as the time required for the load to increase from zero to 80% of the design anchoring force, by The solution is shown in the following formula:

[0027] ;

[0028] The unit is min.

[0029] As a preferred embodiment, the disturbance transmission distance measurement process in step 2 is as follows:

[0030] S21: Monitoring section layout; Set up monitoring sections for the displacement of the surrounding rock surface within a range of 0-15m behind the tunnel face, with no less than 3 measuring points on each section;

[0031] S22: Data acquisition; continuously record the peak value of the surrounding rock deformation rate at each section in no less than 3 tunneling cycles;

[0032] S23: Curve Plotting and Distance Determination: Using the face-up position as the zero point of the abscissa, plot the distribution curve of the deformation rate along the roadway axis. The minimum distance corresponding to the deformation rate decreasing from its peak value to 10% of its peak value is defined as the disturbance transmission distance. .

[0033] As a preferred option, the critical tunneling speed calculation and constraint control process in step 3 is as follows:

[0034] S31: Critical tunneling speed calculation; based on disturbance transmission distance With anchor bolt bearing time Calculate the critical tunneling speed As shown in the following formula:

[0035] ;

[0036] S32: Speed ​​Constraint; Sets constraints to ensure the on-site tunneling speed. satisfy ;

[0037] S33: Adjustment when speed is insufficient; if critical tunneling speed is reached. If the critical tunneling speed is lower than the minimum effective advance speed of the tunneling equipment, the following adjustment measures can be taken to increase the critical tunneling speed. :

[0038] Fast-setting anchoring agents are selected to shorten the gel time of the anchoring agent, thereby reducing the load-bearing time of the anchor bolt. Alternatively, optimize the tunneling process to reduce the disturbance transmission distance. ;

[0039] After adjustment, the critical tunneling speed was recalculated. Until the equipment requirements are met.

[0040] As a preferred option, the evaluation process for the active support effectiveness of a single anchor bolt in step 4 is as follows:

[0041] S41: Definition of Active Support Effectiveness Index; Definition of Active Support Effectiveness Index for a Single Anchor Bolt Actual working load of the anchor bolt Its bar yield load The ratio is shown in the following formula:

[0042] ;

[0043] S42: Design Threshold The design threshold is determined based on the roadway's service life and the surrounding rock stability level, using three different values. : Service life ≥ 10 years or surrounding rock is extremely unstable rock mass: ; 3 ≤ service life < 10 years or surrounding rock is moderately stable rock mass: ; Service life < 3 years and surrounding rock is stable rock mass: ;

[0044] S43: Judgment Criteria; In sections constructed at the critical tunneling speed, determine the measured active support effectiveness index of a single anchor bolt. The mean value is not lower than the design threshold. .

[0045] As a preferred option, in step 5, the evaluation process for the effectiveness of the group anchor support and the determination of stress interference are as follows:

[0046] S51: Define the performance index of group anchor support; introduce the stress disturbance coefficient. Define the group anchor support effectiveness index ;

[0047] ;

[0048] In the formula, This refers to the number of anchor bolts; For the first The actual working load of the anchor bolt; The anchor bolt yield load;

[0049] S52: Determination of stress interference coefficient;

[0050] First, determine the radius of the plastic zone of the surrounding rock through borehole television observation, acoustic testing, or numerical simulation inversion. Let the spacing between anchor bolts be... The stress disturbance coefficient is calculated using the following piecewise empirical formula. :

[0051] ;

[0052] S53: Stress Interference Judgment and Adjustment; When If the anchor spacing is deemed too small and stress interference is significant, the spacing should be increased until... .

[0053] As a preferred option, the anchoring parameter optimization design process in step 6 is as follows:

[0054] S61: Calculation of minimum anchorage length; the minimum anchorage length is calculated according to the following formula. :

[0055] ;

[0056] In the formula, The borehole diameter; This represents the average measured value of the bond strength between the anchor body and the surrounding rock. The safety factor is used; the parameters calculated in this step constitute a preliminary test plan for subsequent optimization.

[0057] S62: Anchor bolt length calculation; calculate the anchor bolt length using the following formula. :

[0058] ;

[0059] In the formula, Exposed length; The structural length of the anchorage section extending beyond the boundary of the loosened zone of the surrounding rock;

[0060] S63: Determination of Anchor Bolt Preload; The anchor bolt preload is determined according to the following formula. :

[0061] ;

[0062] In the formula, The equivalent stiffness of the anchor bolt-surrounding rock combined support system; The equivalent stiffness of the surrounding rock; For the stiffness of the anchor system; This represents the maximum allowable subsidence of the tunnel roof.

[0063] S64: Estimation of the upper limit of the spacing between anchor bolts; calculate the spacing between anchor bolts using the following formula. Maximum:

[0064] ;

[0065] In the formula, This represents the average measured anchoring force of a single anchor bolt. This represents the average measured value of the uniaxial compressive strength of the surrounding rock. This is the lateral pressure coefficient; This is the reduction factor for the strength of the surrounding rock;

[0066] S65: Anchor bolt parameter optimization process; within the feasible parameter range determined in S61 to S64, and satisfying the tunneling speed... The active support efficiency index of a single anchor bolt As a necessary constraint, the group anchor support effectiveness index is used. Taking the maximum value as the optimization objective, perform multi-objective optimization using one of the following methods:

[0067] Orthogonal test method: Selecting the anchor bolt length Preload , row spacing Three factors and three levels, according to Orthogonal arrays were used to conduct field tests, with the active support effectiveness index of a single anchor bolt being used. Group anchor support effectiveness indicators Using the deformation of the surrounding rock as an evaluation index, the effectiveness index of the group anchor support was determined. Parameter combinations;

[0068] Numerical simulation method: Establish a calculation model using FLAC3D or equivalent software, with anchor bolt axial force, surrounding rock plastic zone range, and roof settlement as evaluation indicators. Optimize the model using parameter sensitivity analysis and response surface methodology to ensure the effectiveness of single anchor bolt active support. And maximize the effectiveness of the group anchor support index ;

[0069] Response surface methodology: A second-order response surface model is constructed based on a small number of numerical experimental results to solve for the active support effectiveness index of a single anchor bolt. And the group anchor support effectiveness index The largest combination of parameters;

[0070] During the optimization process, the stress interference judgment in step 5 and the tunneling speed constraint in step 3 must be satisfied simultaneously.

[0071] S66: Optimal parameter output; the optimal solution obtained from optimization is recorded as the optimal anchor length. Optimal preload Optimal spacing between rows The corresponding expected active support efficiency index for a single anchor bolt is given. Group anchor support effectiveness indicators Estimate.

[0072] As a preferred option, in step 7, the on-site construction and dynamic feedback correction are as follows:

[0073] S71: Construction parameters are executed; based on the optimal anchor bolt length. Optimal preload Optimal spacing between rows Carry out anchor bolt support construction and strictly follow the procedures. Control the tunneling advance;

[0074] S72: Process monitoring; continuously collect actual tunneling speed, working load evolution curves of representative anchor bolts, and displacement of surrounding rock surface;

[0075] S73: Performance Verification; For each construction section, calculate the active support performance index of a single anchor bolt for that section. Mean value, group anchor support effectiveness index and stress interference coefficient And statistically analyze whether the deformation of the surrounding rock is within the design allowable range;

[0076] S74: Dynamic parameter correction; if the measured active support efficiency index of a single anchor bolt is... Group anchor support effectiveness indicators If the surrounding rock deformation does not meet the design requirements, the parameters in steps 1 to 6 shall be corrected based on the measured data, and step 6 shall be re-executed to optimize the anchor bolt parameters of the subsequent section.

[0077] S75: Recording and archiving; Record measured data, corrected parameters, and adjusted construction parameters into the project archive.

[0078] This invention provides a rapid tunneling method that matches critical tunneling speed with support effectiveness. First, by fitting a three-parameter exponential growth model to the measured anchor load-time curve, the time required for an anchor to reach its designed bearing capacity from installation is quantified for the first time. This parameter provides a measured basis for the scientific control of tunneling speed, making the time effect of the anchor a quantifiable design variable. Second, rock deformation monitoring sections are set up along the rear of the tunnel face to continuously record the attenuation law of the deformation rate along the tunnel axis, determining the significant impact distance of tunneling disturbances on the supported section. This measured method accurately reflects the spatial range of disturbance propagation, providing spatial constraints corresponding to field conditions for subsequent speed matching. Third, the critical tunneling speed is calculated using the ratio of disturbance transmission distance to anchor bearing time, and the actual tunneling speed is strictly controlled within the critical tunneling speed, ensuring that each anchor has completed effective bearing before being subjected to tunneling disturbances. When the critical tunneling speed is lower than the minimum effective advance speed of the equipment, parameters can be actively adjusted (such as using fast-setting anchoring agents or optimizing the tunneling process) to reversely increase the critical tunneling speed, achieving dynamic matching between tunneling speed and anchor mechanical response. Subsequently, an active support efficiency index for a single anchor is defined, with a minimum design threshold as a hard constraint. This index quantifies the material utilization efficiency of a single anchor, upgrading the anchor bearing state from qualitative judgment to quantitative evaluation. Next, a group anchor efficiency index is defined, and the anchor spacing is adjusted based on stress interference discrimination results. This method, for the first time, incorporates the mechanical interaction between anchors into a quantitative evaluation system, avoiding the overall decrease in group anchor efficiency caused by stress interference in traditional high-density arrangements. Furthermore, under the constraints of tunneling speed, single anchor efficiency, and no significant stress interference in the group anchors, multi-objective collaborative optimization is performed on anchor length, preload, and spacing, with maximizing group anchor efficiency as the optimization objective. This design maximizes the spacing between rows and reduces the density of anchor bolts while ensuring effective control of the surrounding rock, achieving the engineering goals of lowest support cost and highest tunneling efficiency.

[0079] This method transforms the tunneling speed from an empirical process parameter into a controlled variable constrained by the actual mechanical state of the anchor bolts. It can significantly improve tunneling efficiency while ensuring the stability of the surrounding rock. It solves the technical problems of the lack of quantitative basis for setting the tunneling speed and the disconnect between anchor bolt support parameters and tunneling technology. It provides a scientific and quantitative support parameter design method for rapid tunneling in coal mine roadways.

[0080] This invention also provides a rapid tunneling system that matches the critical tunneling speed with the support effectiveness, used to implement a rapid tunneling method that matches the critical tunneling speed with the support effectiveness, comprising:

[0081] Anchor bolt load monitoring unit, including a force-measuring anchor bolt or a ring-type pressure sensor deployed at the tail of the anchor bolt, is used to collect anchor bolt working load data in real time;

[0082] The surrounding rock deformation monitoring unit includes a multi-point displacement meter or laser rangefinder to periodically acquire the roof subsidence velocity and the approach velocity of the two sides;

[0083] The critical speed calculation unit is used to calculate the critical speed based on the input anchor bolt bearing time. Distance of disturbance propagation Automatic output of critical tunneling speed ;

[0084] Anchor bolt performance evaluation unit is used to evaluate the performance of anchor bolts based on their working load and spacing. Radius of the plastic zone of the surrounding rock Automatically calculate the active support effectiveness index of a single anchor bolt Group anchor support effectiveness indicators and stress interference coefficient And generate an evaluation report;

[0085] Anchorage parameter optimization design unit, used for anchor bolt length Preload , row spacing For design variables, orthogonal experiments, numerical simulations, or response surface methodology are used to solve for the optimal parameter combination;

[0086] The tunneling speed control unit, linked to the tunneling equipment's electrical control system, is used to monitor the tunneling speed in real time. When the actual speed exceeds the critical tunneling speed... It will issue an audible and visual alarm and automatically slow down or prompt the driver to slow down;

[0087] The feedback correction unit is used to dynamically correct key parameters based on the measured data during the on-site construction process, compare them with the design expectations, and update them to the critical speed calculation unit and the anchor bolt performance evaluation unit.

[0088] In this invention, the anchor bolt load monitoring unit uses a force-measuring anchor bolt or a ring-type pressure sensor to collect real-time anchor bolt working load data, enabling continuous tracking of the load evolution of the anchor bolt from installation to bearing load, thus providing a basis for the anchor bolt bearing time. Calibration and single anchor effectiveness The calculations provide high-precision, high-frequency measured data, avoiding errors in theoretical estimations and providing a reliable foundation for subsequent velocity constraints and parameter optimization. The surrounding rock deformation monitoring unit uses multi-point displacement gauges or laser rangefinders to periodically acquire the roof subsidence velocity and the approach velocity of the two sidewalls, continuously monitoring the distribution of surrounding rock deformation rate along the roadway axis. This unit can accurately capture the influence distance of tunneling disturbances on the surrounding rock and determine the disturbance transmission distance. This provides a field-measured spatial attenuation law for calculating the critical tunneling speed, overcoming the limitation of difficult-to-determine parameters in theoretical formulas. The critical speed calculation unit is based on the data provided by the anchor bolt load monitoring unit. With the surrounding rock deformation monitoring unit Automatically outputs the critical tunneling speed. This unit transforms the tunneling speed from an empirically set parameter into a quantitative indicator constrained by the mechanical response of the anchor bolts, providing a clear and operable speed upper limit on site, and supporting equipment adaptability verification and reverse adjustment suggestions. The anchor bolt performance evaluation unit is based on the anchor bolt working load and spacing. and the radius of the plastic zone of the surrounding rock Automatically calculate single anchor performance index Group anchor effectiveness indicators and stress interference coefficient This unit, for the first time, incorporates the individual bearing efficiency of anchor bolts and the mechanical interference of group anchors into a unified quantitative evaluation system, enabling real-time reflection of the overall working status of the anchor bolt support system and providing clear constraints for parameter optimization. The anchorage parameter optimization design unit uses anchor bolt length as a basis for... Preload , row spacing As design variables, under multiple constraints such as speed, single anchor effectiveness, and no interference from multiple anchor groups, orthogonal experiments, numerical simulations, or response surface methodology are used to solve for the optimal parameter combination. This unit, through multi-objective collaborative optimization, maximizes the spacing between anchor rows and reduces anchor density while ensuring surrounding rock control, thereby minimizing support costs and maximizing tunneling efficiency. The tunneling speed control unit is linked to the tunneling equipment's electrical control system to monitor the actual tunneling speed in real time. When the measured speed exceeds... It issues audible and visual alarms and can automatically decelerate or prompt the driver to slow down. This unit directly translates theoretically calculated speed constraints into equipment control commands, ensuring that each anchor bolt has established effective load-bearing capacity before being subjected to tunneling disturbances, fundamentally avoiding inefficient anchor bolt operation caused by overspeed. The feedback correction unit dynamically corrects the design based on measured data (anchor bolt load, surrounding rock deformation, etc.) during on-site construction, comparing it with the expected design values. , , Formula coefficients and Key parameters such as the critical velocity calculation unit and the anchor bolt performance evaluation unit are updated. This unit achieves adaptive iteration, enabling the system to continuously evolve and significantly improving the engineering adaptability and long-term reliability of the technical solution.

[0089] The tunneling system has a simple structure and a high degree of intelligence. It realizes intelligent management of the entire process, from anchor bolt bearing time calibration and disturbance distance measurement to critical speed constraint, anchoring parameter optimization, construction process control and dynamic feedback correction. Attached Figure Description

[0090] Figure 1 This is a flowchart of the tunneling method portion of the present invention;

[0091] Figure 2 This is a schematic diagram of the tunneling system in this invention. Detailed Implementation

[0092] To further illustrate the technical means and effects of the present invention in achieving its intended purpose, the following detailed description of the specific implementation methods, structures, features, and effects of the present invention, in conjunction with the accompanying drawings and preferred embodiments, is provided below.

[0093] like Figure 1 As shown, this invention provides a method for rapid tunnel excavation that matches critical tunneling speed with support effectiveness, comprising the following steps:

[0094] Preliminary steps: Obtaining geomechanical parameters;

[0095] The uniaxial compressive strength of the surrounding rock is obtained through core drilling, indoor uniaxial compression testing, or field point load testing. The unit is MPa, which provides basic data for subsequent anchoring parameter design;

[0096] Step 1: Determine the anchor bolt bearing time;

[0097] Test anchor bolts were constructed in the same geological section. Load sensors were installed and the working load-time curves were recorded. A three-parameter exponential growth model was fitted, and the anchor bolt bearing time was defined. The unit is min;

[0098] As a preferred method, the process for determining the anchor bolt bearing time is as follows:

[0099] S11: Test anchor bolt construction; construct no fewer than 5 test anchor bolts in the same geological section of the roadway to be excavated, and install a load sensor on each anchor bolt to continuously record the working load from the moment the anchoring agent is mixed. The load-time relationship is obtained by showing the curve of load change over time, with units in kN.

[0100] S12: Model Fitting; A three-parameter exponential growth model is used to fit the load-time relationship, as shown in the following equation:

[0101] ;

[0102] In the formula, ; The ultimate anchoring force of the anchor bolt, in kN, is obtained from a pull-out failure test. The moment when the load begins to increase significantly after the anchor bolt is installed, in minutes, depends on the gel time of the anchoring agent; is the time constant of the anchoring system, in minutes, which characterizes the rate of increase in resistance of the anchor bolt.

[0103] S13: Parameter statistics; through regression analysis of the measured curves of no less than 5 force-measuring anchor rods, determine... , , The statistical mean;

[0104] S14: Bearing time calculation; Anchor bolt bearing time Defined as the time required for the load to increase from zero to 80% of the design anchoring force, by The solution is shown in the following formula:

[0105] ;

[0106] The unit is min.

[0107] In this technical solution, no fewer than five force-measuring anchors are installed in the same geological section to continuously record the load-time curves and employ a three-parameter exponential growth model. Regression analysis was performed to obtain the ultimate anchoring force of the anchor bolt. Load growth start time and anchoring system time constant The statistical mean was used to accurately calculate the bearing time required for the anchor bolt load to reach 80% of the design anchoring force. This method quantifies and models the load-bearing resistance-increasing process of anchor bolts for the first time, providing reliable basic parameters for the dynamic matching of tunneling speed and anchor bolt mechanical response. It effectively solves the technical problem that traditional empirical methods cannot determine the actual load-bearing time of anchor bolts, ensuring the scientific nature and accuracy of subsequent critical tunneling speed calculations.

[0108] Step 2: Determination of disturbance transmission distance; Set up surrounding rock deformation monitoring sections behind the face of the excavated roadway, continuously record the distribution of surrounding rock deformation rate along the roadway axis during each excavation cycle, and define the disturbance transmission distance. The unit is meters (m).

[0109] As a preferred method, the disturbance transmission distance measurement process is as follows:

[0110] S21: Monitoring section layout; Set up monitoring sections for the displacement of the surrounding rock surface within a range of 0-15m behind the tunnel face, with no less than 3 measuring points on each section (roof subsidence velocity, sidewall approach velocity).

[0111] S22: Data acquisition; continuously record the peak value of the surrounding rock deformation rate (including the roof sinking speed or the side approach speed) of each section in no less than 3 tunneling cycles.

[0112] S23: Curve Plotting and Distance Determination: Using the face-up position as the zero point of the abscissa, plot the distribution curve of the deformation rate along the roadway axis. The minimum distance corresponding to the deformation rate decreasing from its peak value to 10% of its peak value is defined as the disturbance transmission distance. The unit is meters (m).

[0113] In this technical solution, by setting up surrounding rock surface displacement monitoring sections within a range of 0–15m behind the tunneling face, with no less than 3 measuring points on each section, the peak values ​​of roof subsidence velocity and sidewall approach velocity are continuously recorded for no less than 3 tunneling cycles. An axial distribution curve of deformation rate is plotted with the tunneling face as the origin. The minimum distance corresponding to the deformation rate decaying from the peak value to 10% of the peak value is defined as the disturbance transmission distance. This method, based on field measurement data, accurately reflects the attenuation law of tunneling disturbance along the tunnel axis, overcoming the limitation of difficult-to-determine parameters in theoretical formulas. The 10% attenuation threshold has clear engineering and physical significance (representing that the disturbance has attenuated to a negligible level), providing measured parameters that directly match field conditions for the accurate calculation of critical tunneling speed, and ensuring the scientific nature and reliability of subsequent speed constraints.

[0114] Step 3: Calculation and constraint control of critical tunneling speed; Calculate the critical tunneling speed. and the actual tunneling speed Constraints are imposed; at the critical tunneling speed When the speed is lower than the minimum effective advance speed of the tunneling equipment, adjustment measures should be taken to increase the critical tunneling speed. ;

[0115] As a preferred option, the calculation and constraint control process for the critical tunneling speed is as follows:

[0116] S31: Critical tunneling speed calculation; based on disturbance transmission distance With anchor bolt bearing time Calculate the critical tunneling speed As shown in the following formula:

[0117] ;

[0118] Physical meaning: If the tunneling speed exceeds this value, the anchor bolt will not reach the designed load-bearing state when subjected to tunneling disturbances, which will result in the anchor bolt being in a low load-bearing and low-efficiency working state for a long time.

[0119] S32: Speed ​​Constraint; Sets constraints to ensure the on-site tunneling speed. satisfy ;

[0120] S33: Adjustment when speed is insufficient; if critical tunneling speed is reached. If the critical tunneling speed is lower than the minimum effective advance speed of the tunneling equipment, the following adjustment measures can be taken to increase the critical tunneling speed. :

[0121] Fast-setting anchoring agents are selected to shorten the gel time of the anchoring agent, thereby reducing the load-bearing time of the anchor bolt. Alternatively, optimize the tunneling process (such as controlling blasting parameters or adjusting the cutting sequence) to reduce the disturbance transmission distance. ;

[0122] After adjustment, the critical tunneling speed was recalculated. Until the equipment requirements are met;

[0123] In this technical solution, the disturbance transmission distance is obtained through actual measurement. With anchor bolt bearing time Calculate the critical tunneling speed and enforce The constraints ensure that the tunneling speed does not exceed the effective load-bearing limit of the anchor bolt, fundamentally preventing the anchor bolt from failing to reach its design load-bearing state when subjected to tunneling disturbances. The physical significance of this method is clear: it transforms the tunneling speed from an empirically set parameter into a quantitative indicator constrained by the mechanical response of the anchor bolt. When When the speed is lower than the minimum effective advance speed of the tunneling equipment, a quick-setting anchoring agent can be selected (to reduce the speed). Or optimize the tunneling process (reduce) Adjustments such as these reverse the increase in critical speed demonstrate good engineering adaptability. This method achieves dynamic matching between tunneling speed and the process of increasing anchor bolt resistance, providing an operable basis for tunneling speed control on site and effectively avoiding the problem of long-term inefficient operation of anchor bolts due to excessive speed.

[0124] Step 4: Evaluation of the effectiveness of active support by a single anchor bolt; Define the effectiveness index of active support by a single anchor bolt. And ensure the active support effectiveness index of a single anchor bolt. The mean value is not lower than the design threshold. (Values ​​range from 0.4 to 0.6);

[0125] As a preferred option, the evaluation process for the active support effectiveness of a single anchor bolt is as follows:

[0126] S41: Definition of Active Support Effectiveness Index; Definition of Active Support Effectiveness Index for a Single Anchor Bolt Actual working load of the anchor bolt (Unit: kN, obtained from on-site measurement) and its bar yield load The ratio (unit: kN, determined by the mechanical properties of the anchor bolt material) is shown in the following formula:

[0127] ;

[0128] S42: Design Threshold The design threshold is determined based on the roadway's service life and the surrounding rock stability level, using three different values. : Service life ≥ 10 years or surrounding rock is extremely unstable rock mass: ; 3 ≤ service life < 10 years or surrounding rock is moderately stable rock mass: ; Service life < 3 years and surrounding rock is stable rock mass: ;

[0129] S43: Judgment Criteria; In sections constructed at the critical tunneling speed, determine the measured active support effectiveness index of a single anchor bolt. The mean value is not lower than the design threshold. ;

[0130] In this technical solution, the active support effectiveness index of a single anchor bolt is defined. The ratio of the actual working load to the yield load of the anchor bolt was quantified, upgrading the bearing state of a single anchor bolt from a qualitative assessment to a quantitative indicator. Furthermore, the design threshold was determined based on the roadway service life and the surrounding rock stability level. The project was scientifically divided into three levels (details of the levels and corresponding working conditions are shown in S42), achieving a precise match between performance targets and project importance. In sections where construction was carried out at critical tunneling speeds, actual measurements were used... The mean is not lower than As a criterion, it ensures that each anchor has reached the designed bearing capacity before being subjected to tunneling disturbances, providing clear quantitative constraints for subsequent anchoring parameter optimization and effectively avoiding the risk of surrounding rock instability caused by insufficient anchor bearing capacity.

[0131] Step 5: Evaluation of the effectiveness of group anchor support and identification of stress interference;

[0132] Define the performance index of anchor support groups Determine the stress interference coefficient And adjust the spacing between anchor bolts based on stress interference judgment;

[0133] As a preferred option, the evaluation process for the effectiveness of group anchor support and the determination of stress interference are as follows:

[0134] S51: Define the performance index of group anchor support; introduce the stress disturbance coefficient. (dimensionless, Define the group anchor support effectiveness index The ratio of the actual total bearing capacity of the anchor group system to the theoretical maximum total bearing capacity multiplied by the stress disturbance coefficient. As shown in the following formula;

[0135] ;

[0136] In the formula, This refers to the number of anchor bolts; For the first The actual working load of the anchor bolt, in kN; This represents the anchor bolt yield load, in kN.

[0137] S52: Determination of stress interference coefficient;

[0138] First, determine the radius of the plastic zone of the surrounding rock through borehole television observation, acoustic testing, or numerical simulation inversion. The unit is meters, and the spacing between anchor bolts is given as... The unit is meters, based on the spacing between anchor bolts. radius of the plastic zone of the surrounding rock The ratio determines the stress disturbance coefficient. As shown in the following formula:

[0139] ;

[0140] S53: Stress Interference Judgment and Adjustment; When If the anchor bolt spacing is deemed too small and stress interference is significant, the spacing must be increased until... ;

[0141] In this technical solution, a stress interference coefficient is introduced. Defined the group anchor support effectiveness index This is the first time that the mechanical interaction between anchor bolts has been incorporated into a quantitative evaluation system. If it is determined that the anchor bolts are too densely packed and there is significant stress interference, the spacing between the rows must be increased until... This method provides a scientific quantitative criterion for determining the spacing between anchor bolts, avoiding the overall performance degradation of the anchor group caused by stress interference in traditional high-density arrangements. It ensures that the anchor group system maximizes its total bearing capacity without significant interference, providing a clear theoretical basis for spacing decisions in anchorage parameter optimization.

[0142] Step 6: Anchoring parameter optimization design;

[0143] To meet the tunneling speed Under the constraints, and Take the maximum value as the optimization objective, with the anchor length as the target. Preload , row spacing As design variables, the optimal combination of anchor bolt parameters is solved through field orthogonal experiments, numerical simulation or response surface methodology to minimize the number of anchor bolts and maximize support efficiency.

[0144] As a preferred option, the anchoring parameter optimization design process is as follows:

[0145] S61: Calculation of minimum anchorage length; the minimum anchorage length is calculated according to the following formula. :

[0146] ;

[0147] In the formula, Unit: kN; The borehole diameter is in mm. The measured average bond strength between the anchor body and the surrounding rock is expressed in MPa and is obtained from pull-out tests. For safety, a factor of 1.2 to 1.5 is used;

[0148] S62: Anchor bolt length calculation; calculate the anchor bolt length using the following formula. :

[0149] ;

[0150] In the formula, The exposed length is 0.1–0.2 m. The structural length of the anchorage section extending beyond the boundary of the loosened zone of the surrounding rock is taken as 0.3m to 0.5m; based on this, fine-tuning is performed through numerical simulation or engineering analogy to make E r It meets the design threshold requirements.

[0151] S63: Determination of Anchor Bolt Preload; The anchor bolt preload is determined according to the following formula. :

[0152] ;

[0153] In the formula, The equivalent stiffness of the anchor bolt-surrounding rock combined support system is expressed in kN / mm, derived from the equivalent stiffness of the surrounding rock. Stiffness of the anchor system Serial computation, i.e. ; The equivalent stiffness of the surrounding rock is obtained by inversion through borehole bearing plate test or acoustic wave test. The stiffness of the anchor system is calculated based on the elastic modulus, diameter, and free section length of the anchor rod. The maximum allowable settlement of the roadway roof, in mm, is determined according to the current "Technical Specification for Anchor Bolt Support in Coal Mine Roadways" (GB / T35056-2018) or similar relevant standards.

[0154] S64: Estimation of the upper limit of the spacing between anchor bolts; calculate the spacing between anchor bolts using the following formula. Maximum:

[0155] ;

[0156] In the formula, The measured anchoring force of a single anchor rod is the average value, in kN. The measured average uniaxial compressive strength of the surrounding rock is expressed in MPa. It is the lateral pressure coefficient, dimensionless, determined based on geostress test results or regional statistical values; The strength reduction factor for the surrounding rock is taken as 1.5 to 2.0, considering the integrity of the rock mass and its long-term strength. The actual spacing between rows should be further optimized within this upper limit, combined with the stress interference judgment in step 5.

[0157] S65: Anchor bolt parameter optimization process; within the feasible parameter range determined in S61 to S64 ( Meets anchoring requirements. Determined by stiffness matching, (not exceeding the upper limit value), and meets the tunneling speed requirement. The active support efficiency index of a single anchor bolt As a necessary constraint, the group anchor support effectiveness index is used. Taking the maximum value as the optimization objective, perform multi-objective optimization using one of the following methods:

[0158] Orthogonal test method: Selecting the anchor bolt length Preload , row spacing Three factors and three levels, according to Orthogonal arrays were used to conduct field tests, with the active support effectiveness index of a single anchor bolt being used. Group anchor support effectiveness indicators Using the deformation of the surrounding rock as an evaluation index, the effectiveness index of the group anchor support was determined. Parameter combinations;

[0159] Numerical simulation method: Establish a calculation model using FLAC3D or equivalent software, with anchor bolt axial force, surrounding rock plastic zone range, and roof settlement as evaluation indicators. Optimize the model using parameter sensitivity analysis and response surface methodology to ensure the effectiveness of single anchor bolt active support. And maximize the effectiveness of the group anchor support index ;

[0160] Response surface methodology: A second-order response surface model is constructed based on a small number of numerical experimental results to solve for the active support effectiveness index of a single anchor bolt. And the group anchor support effectiveness index The largest combination of parameters;

[0161] During the optimization process, the stress disturbance judgment in step 5 must be satisfied simultaneously. ) and the tunneling speed constraint in step 3 ( );

[0162] S66: Optimal parameter output; the optimal solution obtained from optimization is recorded as the optimal anchor length. Optimal preload Optimal spacing between rows The corresponding expected active support efficiency index for a single anchor bolt is given. Group anchor support effectiveness indicators Estimated value, for use in on-site construction.

[0163] In this technical solution, the minimum anchorage length, anchor bolt length, preload, and upper limit of spacing are first calculated using theoretical formulas to form a feasible parameter domain; then, the tunneling speed is satisfied. Single anchor effectiveness No significant stress disturbance was observed in the group of anchors. Under multiple constraints, the effectiveness of group anchor support is achieved. With maximizing the optimization objective, orthogonal experiments, numerical simulations, or response surface methodology are employed to perform multi-objective collaborative optimization of anchor bolt length, preload, and spacing, ultimately outputting the optimal parameter combination. This method combines theoretical calculations with field measurement data, and through process optimization, ensures that anchor bolts can efficiently bear loads while maximizing spacing and minimizing bolt density. This achieves dual optimization of support costs and tunneling efficiency, providing a scientific, precise, and operable anchoring parameter design scheme for rapid tunnel excavation.

[0164] Step 7: On-site construction and dynamic feedback correction;

[0165] The optimal combination of anchor bolt parameters was used for on-site anchor bolt support construction. During the construction process, the tunneling speed, anchor bolt working load and surrounding rock deformation were continuously monitored. The critical tunneling speed model and anchor bolt performance evaluation index were dynamically verified based on the measured data. If necessary, the relevant parameters were corrected and used for subsequent section construction.

[0166] As a preferred option, the on-site construction and dynamic feedback correction are as follows:

[0167] S71: Construction parameters are executed; based on the optimal anchor bolt length. Optimal preload Optimal spacing between rows Carry out anchor bolt support construction and strictly follow the procedures. Control the tunneling advance;

[0168] S72: Progress monitoring; continuously collect actual tunneling speed, working load evolution curves of representative anchor bolts, and displacement of surrounding rock surface (roof subsidence, sidewall convergence);

[0169] S73: Performance Verification; For each construction section (e.g., 50m), calculate the active support performance index of a single anchor bolt in that section. Mean value, group anchor support effectiveness index and stress interference coefficient And statistically analyze whether the deformation of the surrounding rock is within the design allowable range;

[0170] S74: Dynamic parameter correction; if the measured active support efficiency index of a single anchor bolt is... Group anchor support effectiveness indicators If the surrounding rock deformation does not meet the design requirements, then the parameters in steps 1 to 6 (such as the anchor bolt bearing time) should be corrected based on the measured data. Distance of disturbance propagation Stress interference coefficient Formula coefficients, single anchor effectiveness design threshold (etc.), and repeat step 6 to optimize the anchor bolt parameters for subsequent sections;

[0171] S75: Recording and archiving; Record measured data, corrected parameters, and adjusted construction parameters into the project archive.

[0172] In this technical solution, construction parameter execution, progress monitoring, performance verification, dynamic parameter correction, and record archiving are performed sequentially, forming an adaptive iterative mechanism. By strictly adhering to the optimal anchor bolt parameters and critical tunneling speed during construction, and continuously collecting data on tunneling speed, anchor bolt load, and surrounding rock deformation, the single anchor performance is calculated for each construction section. Group anchor effect and stress interference coefficient The measured values ​​are compared with the design threshold; if the measured values ​​do not meet the requirements, the bearing time is corrected in reverse based on the deviation. Distance of disturbance Stress interference coefficient formula and design threshold Key parameters were analyzed and subsequently optimized, and all data from the entire process was archived. This method enables the support design to be dynamically adjusted based on the actual on-site response, significantly improving the engineering adaptability and long-term reliability of the technical solution, and achieving a technological upgrade from static design to dynamic optimization.

[0173] This invention addresses the shortcomings of existing technologies, such as the disconnect between tunneling speed setting and anchor bolt load-bearing response, and the reliance on engineering experience for support parameters. It proposes a rapid tunneling method that matches the critical tunneling speed with the effectiveness of anchor bolt support. The core of this method lies in accurately determining the anchor bolt load-bearing time required to reach 80% of the design anchor bolt strength by fitting a three-parameter exponential growth model to the measured anchor bolt load-time curve. Simultaneously monitor the deformation rate of the surrounding rock behind the face, and define the disturbance transmission distance as the distance at which the deformation rate decays from its peak to 10%. .based on Calculate the critical tunneling speed and control the actual tunneling speed within this value. This physical constraint transforms the tunneling speed setting from relying on equipment capabilities or construction experience into a clearly mechanically significant indicator, ensuring that each anchor bolt has established effective load-bearing capacity before being subjected to tunneling disturbances. When the speed is lower than the minimum effective advance speed of the equipment, it can be adjusted in the opposite direction by selecting a fast-setting anchoring agent or optimizing the tunneling process, which has good engineering adaptability.

[0174] Based on velocity constraints, this invention constructs a complete quantitative evaluation system for the effectiveness of anchor bolt support. The system includes an active support effectiveness index for a single anchor bolt. Material utilization efficiency was quantified, and design thresholds were determined based on the roadway's service life and the surrounding rock grade. Divided into three levels (see S42 for specific level values ​​and corresponding working conditions). In the group anchor support effectiveness index... The stress disturbance coefficient is introduced in Based on the spacing between anchor bolts radius of the plastic zone of the surrounding rock The piecewise empirical formula is used for calculation when The mechanism determines that the anchor bolts are too dense and there is significant stress interference, necessitating an increase in the spacing between the anchor bolts. This is the first time that the mechanical interaction between the anchor bolts has been incorporated into a quantitative evaluation, providing a theoretical basis for scientifically increasing the spacing between the anchor bolts.

[0175] To meet the tunneling speed Single anchor effectiveness Under the constraint of no significant stress disturbance in the group anchors, the group anchor effectiveness is considered. Maximizing the anchor bolt length is the optimization objective. Orthogonal experiments, numerical simulations, or response surface methodology are used to optimize this process. Preload , row spacing Multi-objective collaborative optimization is implemented. While ensuring effective surrounding rock control, the spacing between anchor bolts is maximized, and the density of anchor bolt usage is reduced, significantly decreasing support operation time and achieving a dual improvement in tunneling efficiency and support effectiveness. This method is entirely driven by field measured data (anchor bolt load-time curves, surrounding rock deformation rates, pull-out tests, etc.), and has been verified and corrected through industrial tests. It has formed a complete technical process including load-bearing time calibration, disturbance distance determination, critical velocity calculation, single anchor effectiveness evaluation, group anchor interference identification, parameter optimization design, and field feedback correction, making it easy for field engineers to master and implement.

[0176] Compared with existing technologies, this invention introduces the time dimension into tunneling speed control, proposes a novel engineering parameter—critical tunneling speed—and treats anchor bolts as dynamic support components that evolve over time. It constructs a quantitative evaluation system for single-anchor effectiveness, group anchor effectiveness, and stress interference coefficient, coupling this system with tunneling speed constraints to form a closed loop of speed, effectiveness, and optimization. This method provides a scientific, operable, and iterative approach to support parameter design for rapid tunneling in coal mine roadways, significantly improving tunneling efficiency while ensuring surrounding rock stability.

[0177] like Figure 2 As shown, the present invention also provides a rapid tunneling system that matches the critical tunneling speed with the support effectiveness, used to realize a rapid tunneling method that matches the critical tunneling speed with the support effectiveness, comprising:

[0178] Anchor bolt load monitoring unit, including force-measuring anchor bolts (with built-in vibrating wire or fiber optic grating sensors) or ring pressure sensors deployed at the tail of the anchor bolt, is used to collect anchor bolt working load data in real time, providing basic data for anchor bolt bearing time calibration and support performance evaluation;

[0179] The surrounding rock deformation monitoring unit includes multi-point displacement gauges (installed inside boreholes) or laser rangefinders (installed on the roadway surface) to periodically acquire the roof subsidence velocity and the approach velocity of the two sides, providing a basis for determining the disturbance transmission distance and evaluating the stability of the surrounding rock;

[0180] The critical speed calculation unit is used to calculate the critical speed based on the input anchor bolt bearing time. Distance of disturbance propagation Automatic output of critical tunneling speed ;

[0181] Anchor bolt performance evaluation unit is used to evaluate the performance of anchor bolts based on their working load and spacing. Radius of the plastic zone of the surrounding rock Automatically calculate the active support effectiveness index of a single anchor bolt Group anchor support effectiveness indicators and stress interference coefficient And generate an evaluation report;

[0182] Anchorage parameter optimization design unit, used for anchor bolt length Preload , row spacing For design variables, orthogonal experiments, numerical simulations, or response surface methodology are used to solve for the optimal parameter combination;

[0183] The tunneling speed control unit, linked to the tunneling equipment's electrical control system, is used to monitor the tunneling speed in real time. When the actual speed exceeds the critical tunneling speed... It will issue an audible and visual alarm and automatically slow down or prompt the driver to slow down;

[0184] The feedback correction unit is used to dynamically correct key parameters based on the measured data during the on-site construction process, compare them with the design expectations, and update them to the critical speed calculation unit and the anchor bolt performance evaluation unit.

[0185] In this invention, the anchor bolt load monitoring unit uses a force-measuring anchor bolt or a ring-type pressure sensor to collect real-time anchor bolt working load data, enabling continuous tracking of the load evolution of the anchor bolt from installation to bearing load, thus providing a basis for the anchor bolt bearing time. Calibration and single anchor effectiveness The calculations provide high-precision, high-frequency measured data, avoiding errors in theoretical estimations and providing a reliable foundation for subsequent velocity constraints and parameter optimization. The surrounding rock deformation monitoring unit uses multi-point displacement gauges or laser rangefinders to periodically acquire the roof subsidence velocity and the approach velocity of the two sidewalls, continuously monitoring the distribution of surrounding rock deformation rate along the roadway axis. This unit can accurately capture the influence distance of tunneling disturbances on the surrounding rock and determine the disturbance transmission distance. This provides a field-measured spatial attenuation law for calculating the critical tunneling speed, overcoming the limitation of difficult-to-determine parameters in theoretical formulas. The critical speed calculation unit is based on the data provided by the anchor bolt load monitoring unit. With the surrounding rock deformation monitoring unit Automatically outputs the critical tunneling speed. This unit transforms the tunneling speed from an empirically set parameter into a quantitative indicator constrained by the mechanical response of the anchor bolts, providing a clear and operable speed upper limit on site, and supporting equipment adaptability verification and reverse adjustment suggestions. The anchor bolt performance evaluation unit is based on the anchor bolt working load and spacing. and the radius of the plastic zone of the surrounding rock Automatically calculate single anchor performance index Group anchor effectiveness indicators and stress interference coefficient This unit, for the first time, incorporates the individual bearing efficiency of anchor bolts and the mechanical interference of group anchors into a unified quantitative evaluation system, enabling real-time reflection of the overall working status of the anchor bolt support system and providing clear constraints for parameter optimization. The anchorage parameter optimization design unit uses anchor bolt length as a basis for... Preload , row spacing As design variables, under multiple constraints such as speed, single anchor effectiveness, and no interference from multiple anchor groups, orthogonal experiments, numerical simulations, or response surface methodology are used to solve for the optimal parameter combination. This unit, through multi-objective collaborative optimization, maximizes the spacing between anchor rows and reduces anchor density while ensuring surrounding rock control, thereby minimizing support costs and maximizing tunneling efficiency. The tunneling speed control unit is linked to the tunneling equipment's electrical control system to monitor the actual tunneling speed in real time. When the measured speed exceeds... It issues audible and visual alarms and can automatically decelerate or prompt the driver to slow down. This unit directly translates theoretically calculated speed constraints into equipment control commands, ensuring that each anchor bolt has established effective load-bearing capacity before being subjected to tunneling disturbances, fundamentally avoiding inefficient anchor bolt operation caused by overspeed. The feedback correction unit dynamically corrects the design based on measured data (anchor bolt load, surrounding rock deformation, etc.) during on-site construction, comparing it with the expected design values. , , Formula coefficients and Key parameters such as the critical velocity calculation unit and the anchor bolt performance evaluation unit are updated. This unit achieves adaptive iteration, enabling the system to continuously evolve and significantly improving the engineering adaptability and long-term reliability of the technical solution.

[0186] The tunneling system has a simple structure and a high degree of intelligence. It realizes intelligent management of the entire process, from anchor bolt bearing time calibration and disturbance distance measurement to critical speed constraint, anchoring parameter optimization, construction process control and dynamic feedback correction.

[0187] The above description is merely a preferred embodiment of the present invention and is not intended to limit the present invention in any way. Although the present invention has been disclosed above with reference to preferred embodiments, it is not intended to limit the present invention. Any person skilled in the art can make some modifications or alterations to the above-disclosed technical content to create equivalent embodiments without departing from the scope of the present invention. Any simple modifications, equivalent changes and alterations made to the above embodiments based on the technical essence of the present invention without departing from the scope of the present invention shall still fall within the scope of the present invention.

Claims

1. A method for rapid roadway excavation matching the critical excavation velocity with support efficiency, characterized in that, Includes the following steps: Step 1 : Anchor load bearing time determination; construction of test anchors in the same geological section, installation of load sensors and recording of the work load-time curve, fitting of a three-parameter exponential growth model and definition of the anchor load bearing time ; Step 2: Determine the disturbance transmission distance; A surrounding rock deformation monitoring section is arranged behind the heading face, the distribution of the surrounding rock deformation rate along the axial direction of the roadway in each driving cycle is recorded continuously, and a disturbance transmission distance is defined ; Step 3: Critical advance speed calculation and constraint control; calculate the critical advance speed and constrain the actual advance speed ; when the critical advance speed is lower than the minimum effective footage speed of the advance equipment, take adjustment measures to increase the critical advance speed ; Step 4: single anchor rod active support performance evaluation; define single anchor rod active support performance index And ensure that the single anchor rod active support performance index The average is not less than the design threshold ; Step 5: Evaluation of the effectiveness of group anchor support and determination of stress interference; definition of group anchor support effectiveness index And adjust the spacing between anchor bolts based on stress interference judgment; Step 6: Anchorage parameter optimization design; based on anchor bolt length Preload , row spacing As design variables, the optimal combination of anchor bolt parameters is solved through field orthogonal experiments, numerical simulation or response surface methodology to minimize the number of anchor bolts and maximize support efficiency. The anchoring parameter optimization design process is as follows: S61: Calculate the minimum anchorage length using the following formula. : ； In the formula, The borehole diameter; This represents the average measured value of the bond strength between the anchor body and the surrounding rock. For safety factor; S62: Calculate the anchor bolt length using the following formula. : ； In the formula, Exposed length; The structural length of the anchorage section extending beyond the boundary of the loosened zone of the surrounding rock; S63: Determine the anchor bolt preload using the following formula. : ； In the formula, The equivalent stiffness of the anchor bolt-surrounding rock combined support system; This represents the maximum allowable subsidence of the tunnel roof. S64: Calculate the spacing between anchor bolts using the following formula. Maximum: ； In the formula, This represents the average measured anchoring force of a single anchor bolt. This represents the average measured value of the uniaxial compressive strength of the surrounding rock. This is the lateral pressure coefficient; This is the reduction factor for the strength of the surrounding rock; S65: Within the feasible region of parameters determined by S61 to S64, and satisfying the tunneling speed... The active support efficiency index of a single anchor bolt As a necessary constraint, the group anchor support effectiveness index is used. Take the maximum value as the optimization objective; During the optimization process, the stress interference judgment in step 5 and the tunneling speed constraint in step 3 must be satisfied simultaneously. S66: Output the optimal combination of anchor bolt parameters; denote the optimal solution obtained from the optimization as the optimal anchor bolt length. Optimal preload Optimal spacing between rows The corresponding expected active support efficiency index for a single anchor bolt is given. Group anchor support effectiveness indicators Estimated value, for on-site construction use; Step 7: On-site construction and dynamic feedback correction; On-site anchor support construction is carried out using the optimal anchor parameter combination, and the critical tunneling speed model and anchor performance evaluation index are dynamically verified.

2. The method for rapid tunnel excavation matching critical tunneling speed and support effectiveness according to claim 1, characterized in that, In step 1, the process of determining the anchor bolt bearing time is as follows: S11: Construct no fewer than 5 test anchor bolts in the same geological section of the roadway to be excavated. Each anchor bolt is equipped with a load sensor, and the working load is continuously recorded from the moment the anchoring agent is mixed. The load-time relationship is obtained by observing the curve of the load changing over time. S12: The load-time relationship is fitted using a three-parameter exponential growth model, as shown in the following equation: ； In the formula, ; This refers to the ultimate anchoring force of the anchor bolt. The moment when the load begins to increase significantly after the anchor bolt is installed; The anchoring system time constant; S13: Determine the force through regression analysis of the measured curves of no less than 5 force-measuring anchor rods. , , The statistical mean; S14: Anchor bolt bearing time Defined as the time required for the load to increase from zero to 80% of the design anchoring force, by The solution is shown in the following formula: ； The unit is min.

3. The method for rapid tunnel excavation matching critical tunneling speed and support effectiveness according to claim 1, characterized in that, In step 2, the disturbance transmission distance measurement process is as follows: S21: Set up monitoring sections for the displacement of the surrounding rock surface within a range of 0 to 15m behind the tunnel face, with no less than 3 measuring points on each section; S22: Continuously record the peak value of the surrounding rock deformation rate at each section in no less than 3 tunneling cycles; S23: Plot the deformation rate distribution curve along the roadway axis with the face position as the zero point of the abscissa. Take the minimum distance corresponding to the deformation rate decaying from the peak value to 10% of the peak value as the disturbance transmission distance. .

4. The method for rapid tunnel excavation matching critical tunneling speed and support effectiveness according to claim 1, characterized in that, In step 3, the calculation and constraint control process for the critical tunneling speed is as follows: S31: Based on the disturbance propagation distance With anchor bolt bearing time Calculate the critical tunneling speed As shown in the following formula: ； S32: Set constraints to ensure on-site tunneling speed satisfy ; S33: If the critical tunneling speed If the critical tunneling speed is lower than the minimum effective advance speed of the tunneling equipment, the following adjustment measures can be taken to increase the critical tunneling speed. : Fast-setting anchoring agents are selected to shorten the gel time of the anchoring agent, thereby reducing the load-bearing time of the anchor bolt. Alternatively, optimize the tunneling process to reduce the disturbance transmission distance. ; After adjustment, the critical tunneling speed was recalculated. Until the equipment requirements are met.

5. The method for rapid tunnel excavation matching critical tunneling speed and support effectiveness according to claim 1, characterized in that, In step 4, the evaluation process for the active support effectiveness of a single anchor bolt is as follows: S41: Define the active support effectiveness index of a single anchor bolt Actual working load of the anchor bolt Its bar yield load The ratio is shown in the following formula: ； S42: Determine the design threshold based on the roadway service life and the surrounding rock stability level using three different values. : Service life ≥ 10 years or surrounding rock is extremely unstable rock mass: ; 3 ≤ service life < 10 years or surrounding rock is moderately stable rock mass: ; Service life < 3 years and surrounding rock is stable rock mass: ; S43: In sections constructed at critical tunneling speeds, determine the measured active support effectiveness index of a single anchor bolt. The mean value is not lower than the design threshold. .

6. The method for rapid tunnel excavation with critical excavation speed and support effectiveness matching according to claim 1, characterized in that, In step 5, the evaluation process for the effectiveness of the group anchor support and the determination of stress interference are as follows: S51: Introducing a stress disturbance coefficient Define the group anchor support effectiveness index ; ； In the formula, This refers to the number of anchor bolts; For the first The actual working load of the anchor bolt; The anchor bolt yield load; S52: First, determine the radius of the plastic zone of the surrounding rock through borehole television observation, acoustic testing, or numerical simulation inversion. Let the spacing between anchor bolts be... The stress disturbance coefficient is calculated using the following piecewise empirical formula. : ； S53: When If the anchor spacing is deemed too small and stress interference is significant, the spacing should be increased until... .

7. The method for rapid tunnel excavation matching critical tunneling speed and support effectiveness according to claim 1, characterized in that, In S65, one of the following methods is used for multi-objective optimization: Orthogonal test method: Selecting the anchor bolt length Preload , row spacing Three factors and three levels, according to Orthogonal arrays were used to conduct field tests, with the active support effectiveness index of a single anchor bolt being used. Group anchor support effectiveness indicators Using the deformation of the surrounding rock as an evaluation index, the effectiveness index of the group anchor support was determined. Parameter combinations; Numerical simulation method: Establish a calculation model using FLAC3D or equivalent software, with anchor bolt axial force, surrounding rock plastic zone range, and roof settlement as evaluation indicators. Optimize the model using parameter sensitivity analysis and response surface methodology to ensure the effectiveness of single anchor bolt active support. And maximize the effectiveness of the group anchor support index ; Response surface methodology: A second-order response surface model is constructed based on a small number of numerical experimental results to solve for the active support effectiveness index of a single anchor bolt. And the group anchor support effectiveness index The largest combination of parameters.

8. The method for rapid tunnel excavation matching critical tunneling speed and support effectiveness according to claim 1, characterized in that, In step 7, the on-site construction and dynamic feedback corrections are as follows: S71: According to the optimal anchor bolt length Optimal preload Optimal spacing between rows Carry out anchor bolt support construction and strictly follow the procedures. Control the tunneling advance; S72: Continuously collect actual tunneling speed, working load evolution curves of representative anchor bolts, and displacement of surrounding rock surface; S73: For each construction section, calculate the active support effectiveness index of a single anchor bolt in that section. Mean value, group anchor support effectiveness index and stress interference coefficient And statistically analyze whether the deformation of the surrounding rock is within the design allowable range; S74: If the actual measured active support performance index of a single anchor bolt Group anchor support effectiveness indicators If the surrounding rock deformation does not meet the design requirements, the parameters in steps 1 to 6 shall be corrected based on the measured data, and step 6 shall be re-executed to optimize the anchor bolt parameters of the subsequent section. S75: Record the measured data, corrected parameters, and adjusted construction parameters into the project file.

9. A rapid tunneling system with matched critical tunneling speed and support effectiveness, used to implement the rapid tunneling method with matched critical tunneling speed and support effectiveness as described in any one of claims 1 to 8, characterized in that, include: Anchor bolt load monitoring unit, including a force-measuring anchor bolt or a ring-type pressure sensor deployed at the tail of the anchor bolt, is used to collect anchor bolt working load data in real time; The surrounding rock deformation monitoring unit includes a multi-point displacement meter or laser rangefinder, which is used to collect the roof subsidence velocity and the approach velocity of the two sides at regular intervals. The critical speed calculation unit is used to calculate the critical speed based on the input anchor bolt bearing time. Distance of disturbance propagation Automatically calculates and outputs critical tunneling speed ; Anchor bolt performance evaluation unit is used to evaluate anchor bolt performance based on anchor bolt working load data and anchor bolt spacing. Radius of the plastic zone of the surrounding rock Automatically calculate the active support effectiveness index of a single anchor bolt Group anchor support effectiveness indicators and stress interference coefficient And generate an evaluation report; Anchorage parameter optimization design unit, used for anchor bolt length Preload , row spacing For design variables, orthogonal experiments, numerical simulations, or response surface methodology are used to solve for the optimal parameter combination; The tunneling speed control unit, linked to the tunneling equipment's electrical control system, is used to monitor the tunneling speed in real time. When the actual speed exceeds the critical tunneling speed... It will issue an audible and visual alarm and automatically slow down or prompt the driver to slow down; The feedback correction unit is used to dynamically correct key parameters based on the measured data during the on-site construction process, compare them with the design expectations, and update them to the critical speed calculation unit and the anchor bolt performance evaluation unit.

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