An intelligent control system and method applied to tunnel blasting

Abstract

The application discloses an intelligent control system and method applied to tunnel blasting, relates to the technical field of tunnel blasting control, and sets a geological hardness and softness evaluation mechanism for analyzing a local geological hardness and softness evaluation coefficient and a comprehensive geological hardness and softness evaluation coefficient; sets a hole arrangement parameter self-adaptive adjustment mechanism for dynamically adjusting the hole arrangement parameter according to the local geological hardness and softness evaluation coefficient and limiting the actual value of the hole arrangement parameter; sets a deviation checking and correcting mechanism for warning and correcting the deviation exceeding the preset threshold value; the hole arrangement parameter is dynamically and self-adaptively adjusted, the problems of local underbreak and insufficient fragmentation in the soft and hard staggered surrounding rock section and local overbreak and serious surrounding rock damage are effectively solved, and the contour forming flatness of the tunnel is greatly improved; the hole arrangement parameter adaptively output by the local grid is subjected to top threshold value constraint, and fine adaptive hole arrangement parameter adjustment and two-way balance of overall safety controllability are realized.

Description

Technical Field

[0001] This invention relates to the field of tunnel blasting control technology, specifically an intelligent control system and method applied to tunnel blasting. Background Technology

[0002] The drill-and-blast method for tunnels, with its advantages of flexibility, adaptability, and cost control, is the mainstream construction technique for underground tunnels. It is a core construction technique in underground tunnel engineering, widely used in various tunnel projects due to its adaptability, flexibility, and cost control. In tunnel blasting, hole density, hole depth, borehole inclination angle, and charge parameters are key parameters determining the blasting quality, surrounding rock stability, construction safety, and tunneling efficiency. Tunnel surrounding rock geological conditions exhibit strong dynamic randomness; the hardness, integrity, and fracture development of the surrounding rock continuously change along the tunneling direction. Fixed hole parameters cannot adapt to these dynamic geological differences. For hard rock sections, fixed parameters generally result in insufficient hole depth and low charge dosage, leading to inadequate rock fragmentation, numerous residual holes, and severely reduced tunneling efficiency. For soft rock and fractured surrounding rock sections, fixed parameters with excessively dense hole density, excessive hole depth, and excessive charge are problematic. Traditional blasting methods can easily cause disturbance and damage to the surrounding rock, over- or under-excavation of tunnels, and even lead to safety hazards such as rock collapse and rockfall. Furthermore, traditional blasting lacks a robust deviation verification mechanism. After setting the borehole layout parameters, no pre-construction verification is performed, and equipment positioning errors and manual parameter input errors result in initial parameter deviations. During borehole drilling, fluctuations in equipment operating conditions and human error can cause continuous dynamic construction deviations, leading to a cumulative effect that ultimately results in large fluctuations in blasting quality, poor forming accuracy, and high safety risks. Existing intelligent blasting solutions can only achieve simple parameter fine-tuning, failing to accurately quantify the softness and hardness characteristics of the surrounding rock. They lack strategies for differentiated adjustment of borehole layout parameters based on the hardness of the rock, and lack pre-construction deviation correction and construction deviation verification mechanisms. This prevents the establishment of a dynamic correlation between borehole layout parameters and surrounding rock conditions and construction status, hindering the adaptive and continuous optimization of drilling and blasting parameters. Consequently, it is difficult to balance the construction safety and efficiency of tunnel blasting. Summary of the Invention

[0003] The purpose of this invention is to provide an intelligent control system and method for tunnel blasting, so as to solve the problems raised in the prior art.

[0004] To achieve the above objectives, the present invention provides the following technical solution: an intelligent control method for tunnel blasting, the method comprising the following: A geological hardness assessment mechanism is set up to analyze the collected geological factor data. The local geological hardness assessment coefficient and the comprehensive geological hardness assessment coefficient are obtained through weighted fusion calculation, and the hardness of the surrounding rock at the working face is analyzed. An adaptive adjustment mechanism for borehole layout parameters is set up to dynamically adjust the borehole layout parameters based on the local geological hardness assessment coefficient. A soft rock borehole layout parameter restriction mechanism and an overall borehole layout parameter restriction mechanism are set up to restrict the actual values ​​of the borehole layout parameters. The deviation verification and correction mechanism is set up to compare and verify the calculated hole layout parameters with the measured parameters after the on-site construction equipment is in place, after the parameter adjustment is completed and before hole layout construction is carried out, and to issue warnings and corrections for deviations exceeding the preset threshold.

[0005] Furthermore, the geological hardness assessment mechanism is used to obtain local geological hardness assessment coefficients by weighted fusion of geological factor data from different areas of the working face, and to analyze and calculate the comprehensive geological hardness assessment coefficient. First, the entire area to be tested on the working face is divided into grid unit areas of uniform size with unique row and column identifiers. Then, geological factor data within the grid unit is collected, and the collected data is weighted and fused to obtain local geological hardness assessment coefficients. The geological factor data includes uniaxial compressive strength of rock mass, rock mass integrity coefficient, joint and fracture density, and weathering coefficient of surrounding rock. The comprehensive geological hardness assessment coefficient is obtained by combining the obtained local geological hardness assessment coefficient with the number of grid units divided in the entire working face, and the overall hardness of the surrounding rock of the working face is comprehensively assessed.

[0006] Further, divide the tunnel to be detected into grid cell regions with uniform sizes, and denote the number of rows of grids divided from the entire to-be-detected region of the tunnel face as M, and the number of grid columns as N; the tunnel face, also known as heading face or excavation section, refers to the front-end rock and soil free section where drilling, charging and blasting operations are currently being carried out in the drilling and blasting excavation construction of tunnels, roadways and underground chambers, and is the core operation area for surrounding rock detection, blasthole layout and blasting construction; denote the row and column identifier of a grid cell as (i, j); where i represents the grid row number, i=1, 2, ..., M; j represents the grid column number, j=1, 2, ..., N; collect the geological factor data within the corresponding grid cell, perform normalization processing separately on the geological factor data in each grid cell, record the processed geological factor data with the row and column identifiers, denote the collected uniaxial compressive strength of rock mass as P(i, j), denote the rock mass integrity coefficient as Q(i, j), denote the joint fracture density as S(i, j), and denote the surrounding rock weathering coefficient as R(i, j); calculate the local geological hardness and softness assessment coefficient according to the following formula: W(i, j)=fp×P(i, j)+fq×Q(i, j)+fs×[1-S(i, j)]+fr×[1-R(i, j)]; where fp is the set weight of the uniaxial compressive strength of rock mass in the local geological hardness and softness assessment coefficient; fq is the set weight of the rock mass integrity coefficient in the local geological hardness and softness assessment coefficient; fs is the set weight of the joint fracture density in the local geological hardness and softness assessment coefficient; fr is the set weight of the surrounding rock weathering coefficient in the local geological hardness and softness assessment coefficient; W(i, j) represents the local geological hardness and softness assessment coefficient; when setting the weights, the weights are set according to the primary and secondary degree of the influence of rock mass mechanics on blasting forming; the uniaxial compressive strength of rock mass determines the inherent fragmentation resistance of the rock mass, which is a main influencing factor, and can be set with the highest weight proportion; the rock mass integrity coefficient determines the diffusion range of blasting disturbance, which is a secondary core factor; the joint fracture density only affects the local rock mass fragmentation morphology, while the surrounding rock weathering mostly acts on the surface rock mass with the weakest influence degree, so the weight distribution decreases in the order of fp, fq, fs and fr during weight setting; for example, the weights can be set as: fp=0.45, fq=0.3, fs=0.15, fr=0.1; all weight setting boundary intervals prevent extreme values, and support fine adjustment within the intervals under the local geological conditions of the grid; and the weight setting satisfies normalization that fp+fq+fs+fr=1, and 0<fp<1, 0<fq<1, 0<fs<1, 0<fr<1; perform weighted fusion on the collected geological factor data of the same grid cell to obtain the local geological hardness and softness assessment coefficient W(i, j) within the cell; calculate the comprehensive geological hardness and softness assessment coefficient by using the obtained local geological hardness and softness assessment coefficient and the divided number of grids: ; where W represents the comprehensive geological hardness and softness assessment coefficient.

[0007] Furthermore, the obtained comprehensive geological hardness assessment coefficient is used to comprehensively analyze the overall rock hardness of the tunnel face, and threshold values ​​α and β for the comprehensive geological hardness assessment coefficient are set. Since the comprehensive geological hardness assessment coefficient ranges from 0 to 1, a higher value indicates higher rock mass strength, better integrity, and lower degrees of fracture and weathering. A value of 0 corresponds to the extreme working condition of extremely broken and strongly weathered soft rock, while a value of 1 corresponds to the extreme working condition of dense, intact, and fresh hard rock. Setting the threshold values ​​α and β for the comprehensive geological hardness assessment coefficient divides the overall assessment range into three balanced ranges, avoiding an excessively narrow or wide range for any type of surrounding rock, and ensuring that the graded control has a sufficient applicable range. A space is reserved between α and β. In the intermediate surrounding rock transition buffer zone, abrupt changes in the control mechanism caused by a simple division between soft and hard surrounding rock can be avoided. For example, α=0.4 and β=0.8 can be set. When W is less than 0.4, it indicates that the overall rock mass strength is low, fissures are developed, and self-stabilizing ability is weak. Blasting disturbance can easily induce loosening, rockfall, and large-scale over-excavation of the surrounding rock. When W is greater than 0.8, it indicates that the rock mass is dense, has high integrity, few structural surfaces, and strong resistance to blasting vibration disturbance. A 0.4-width intermediate surrounding rock transition buffer zone is reserved between the two to avoid abrupt changes in the control mechanism caused by a simple division between soft and hard surrounding rock. The actual comprehensive geological hardness assessment coefficients are compared and analyzed with the set thresholds. The analysis results are as follows: If W < α, it indicates that the comprehensive geological hardness assessment coefficient is too low, and the overall surrounding rock of the working face is judged to be soft and fractured rock, thus triggering the soft rock hole layout parameter limitation mechanism. If α≤W≤β, it indicates that the comprehensive geological hardness assessment coefficient is normal, and the rock mass hardness and fracture weathering degree of the overall surrounding rock at the working face are moderate, thus triggering the overall limiting mechanism of the pore parameters. If W>β, it indicates that the comprehensive geological hardness assessment coefficient is too high, and the overall surrounding rock of the working face is judged to be intact hard rock. In this case, the overall restriction mechanism of the hole layout parameters is relaxed. The overall hardness of the surrounding rock at the tunnel face is analyzed using a comprehensive geological hardness assessment coefficient. Based on the analysis results, corresponding hole layout parameter constraint mechanisms are triggered to impose top-level threshold constraints on the hole layout parameters adaptively output by the local grid. This achieves a two-way balance between refined adaptive hole layout parameter adjustment and overall safety and controllability.

[0008] Furthermore, the adaptive adjustment mechanism for borehole parameters uses the acquired local geological hardness assessment coefficient to dynamically adjust the borehole parameters for each grid cell region. The borehole parameters include borehole depth, borehole density, borehole inclination angle, and charge concentration. In addition, different borehole parameter limiting mechanisms are triggered based on the hardness of the working face obtained from the comprehensive geological hardness assessment coefficient analysis, thereby limiting the upper limit of the dynamic adjustment of the borehole parameters.

[0009] Furthermore, regarding the dynamic adjustment of borehole parameters, firstly, upper and lower limits for the borehole parameters are set. The actual borehole parameters within a grid cell region are obtained by combining the upper limit value with the local geological hardness assessment coefficient. The lower limit value is denoted as dmin, and the upper limit value as dmax. The adjusted borehole parameters are then calculated using the following formula: d = dmin + W(i,j) × (dmax - dmin); where d represents the adjusted borehole parameters, including borehole depth, borehole density, borehole inclination angle, and charge concentration. During dynamic adjustment of the borehole parameters, the lower limit value is used as the basis for adjustment. The adjusted borehole parameters change with the detected local geological hardness assessment coefficient. The higher the evaluation coefficient, the higher the adjusted hole layout parameter value. For example, taking hole layout depth as an example, the lower limit of hole layout depth is 2m and the upper limit of hole depth is 4m. If the detected local geological hardness evaluation coefficient is 0.74, the adjusted hole layout depth is 3.48m; if the detected local geological hardness evaluation coefficient is 0.32, the adjusted hole layout depth is 2.64m. Hole density, borehole inclination angle, and charge concentration are also calculated using the same method to adjust the hole layout parameter values. This overcomes the shortcomings of traditional overall average geological evaluation methods that ignore local changes in surrounding rock and have coarse parameter adaptation. It effectively solves the engineering problems of insufficient under-excavation and crushing in areas with alternating soft and hard surrounding rock and severe damage to surrounding rock in areas with over-excavation, and significantly improves the smoothness of tunnel outline formation. The soft rock hole placement parameter restriction mechanism is used to set the upper limit threshold d1 for soft rock hole placement parameters. The upper limit threshold for soft rock hole placement parameters is calculated according to the following formula: d1=dmin+α×(dmax-dmin). After triggering the upper limit restriction mechanism for hole placement parameters, the adjusted hole placement parameters are compared and analyzed with the upper limit threshold for soft rock hole placement parameters. If d≤d1, the actual hole placement parameter value is d; if d>d1, the actual value of the adjusted hole placement parameter is d1. The overall hole layout parameter constraint mechanism is set to determine the stability threshold d2 for the hole layout parameters. The stability threshold is calculated using the following formula: d2 = dmin + β × (dmax - dmin). After triggering the overall hole layout parameter constraint mechanism, the adjusted hole layout parameters are compared with the upper limit threshold for soft rock hole layout parameters. If d ≤ d2, the actual hole layout parameter value is d; if d > d2, the actual value of the adjusted hole layout parameter is d2. Setting different hole layout parameter constraint mechanisms achieves the effect of ensuring that the drilling and charging parameters can be increased to improve the crushing efficiency in local hard rock grids, while forcibly locking the upper limit of parameters and tightening the vibration threshold under overall soft rock crushing conditions, thus preventing the risk of overall surrounding rock disturbance, rockfall, and collapse induced by excessively large local grid parameters.

[0010] Further, the deviation verification and correction mechanism compares the theoretical hole arrangement parameters calculated based on the local geological softness and hardness evaluation coefficient with the measured parameters at different on-site construction stages, and calculates the absolute difference between the theoretical hole arrangement parameters and the measured parameters; the deviation values at different construction stages include the reference deviation before drilling construction and the construction deviation after drilling construction; after the parameter adjustment is completed and before the hole arrangement construction, the calculated hole arrangement parameters are compared and verified with the measured parameters after the on-site construction equipment is in place, and warning and correction are performed for the reference deviation exceeding the preset threshold; after the drilling construction is completed, the construction deviation is detected, and supplementary drilling correction or re-drilling correction is performed for the construction deviation exceeding the deviation threshold.

[0011] Further, for the stage after the parameter adjustment is completed and before the hole arrangement construction, the actual hole arrangement parameter d of the construction equipment is collected after the on-site construction equipment is in place , and the reference deviation of the hole arrangement parameter is calculated in combination with the calculated theoretical hole arrangement parameter: k=|d-d |; Before construction, the actual in-place parameters of the equipment are calibrated based on theoretical calculation data to eliminate the system positioning deviation from the source; deviation thresholds k1 and k2 are set; the hole arrangement parameter deviation thresholds are determined in combination with the positioning execution accuracy of the intelligent rock drilling jumbo, the smooth blasting forming requirements and the tunnel excavation quality specifications, where the hole arrangement parameters here include the hole arrangement depth, the hole arrangement position and the blasthole inclination angle; in the actual deviation verification execution, the deviations of the three hole arrangement parameters are analyzed respectively, the hole arrangement position and the blasthole inclination angle directly affect the tunnel profile forming, and stricter control limits are set, for example, the hole arrangement position threshold can be set as: 2mm and 3mm; the blasthole inclination angle threshold can be set as: 0.3° and 0.45°; the influence degree of the hole arrangement depth on the profile is relatively lower, the allowable deviation is appropriately relaxed, for example, the hole arrangement depth threshold can be set as: 5mm and 0.75mm; the obtained reference deviation is compared and analyzed with the set threshold, and the analysis results are as follows: If k≤k1, it indicates that the reference deviation value is low, which is judged as a slight deviation, and the deviation correction will not be triggered; If k1<k≤k2, it indicates that the reference deviation value is relatively high, which is judged as a medium deviation, then the deviation quantitative fine adjustment mechanism is triggered, and the obtained deviation value is used as the deviation correction value of the actual hole arrangement parameter to correct the actual hole arrangement parameter; If k>k2, it indicates that the reference deviation value is abnormally high, which is judged as a severe abnormal deviation, then a severe abnormal deviation warning is triggered, and an instruction for the equipment to reset the actual hole arrangement parameters is issued; After drilling is completed, the actual borehole layout parameters obtained during drilling are collected, and the construction deviation h of the borehole layout parameters is calculated in conjunction with the theoretical borehole layout parameters. The construction deviation is compared and analyzed with the set deviation threshold. For minor deviations, no deviation correction is triggered; for moderate deviations, supplementary drilling correction is triggered; for severe abnormal deviations, an abnormal construction deviation warning is triggered, and a re-drilling instruction is issued. After drilling is completed, the borehole layout parameters are reviewed, and severe abnormal deviations are categorized and rectified by supplementary drilling or re-drilling. This solves the problems of traditional drill-and-blast construction, such as the lack of quantitative deviation control, random accumulation of deviations, and uncontrollable borehole forming quality.

[0012] An intelligent control system for tunnel blasting includes a geological hardness assessment module, an adaptive adjustment module for borehole parameters, and a deviation verification and correction module. The geological hardness assessment module is used to analyze the collected geological factor data, obtain the local geological hardness assessment coefficient and the comprehensive geological hardness assessment coefficient through weighted fusion calculation, and analyze the hardness of the surrounding rock at the working face. The adaptive adjustment module for hole layout parameters dynamically adjusts the hole layout parameters based on the local geological hardness assessment coefficient, and sets a soft rock hole layout parameter restriction mechanism and an overall hole layout parameter restriction mechanism to limit the actual values ​​of the hole layout parameters. The deviation verification and correction module is used to compare and verify the calculated hole layout parameters with the measured parameters after the on-site construction equipment is in place, after the parameter adjustment is completed and before the hole layout construction is carried out, and to issue warnings and corrections for deviations exceeding the preset threshold.

[0013] Compared with the prior art, the beneficial effects of the present invention are: This invention establishes a geological hardness assessment mechanism to analyze local and comprehensive geological hardness assessment coefficients. It utilizes the local geological hardness assessment coefficients to dynamically and adaptively adjust borehole parameters grid-by-grid, overcoming the shortcomings of traditional overall average geological evaluation methods that ignore local rock abrupt changes and have coarse parameter adaptation. This effectively solves the problems of insufficient under-excavation and fragmentation in areas with alternating soft and hard rock, and severe damage from local over-excavation, significantly improving the smoothness of the tunnel profile. Furthermore, it uses the comprehensive geological hardness assessment coefficient to analyze the overall hardness of the surrounding rock at the tunnel face, and triggers corresponding borehole parameter constraint mechanisms based on the analysis results. Top-level threshold constraints are applied to the adaptively output borehole parameters of the local grids, ensuring that the drilling capacity of local hard rock grids can be fully increased. The hole and charge parameters improve crushing efficiency, and under overall soft rock crushing conditions, the upper limit of parameters is forcibly locked and the vibration threshold is tightened, eliminating the risk of overall surrounding rock disturbance, rockfall, and collapse induced by excessive local grid parameters. This achieves a two-way balance between refined adaptive hole layout parameter adjustment and overall safety and controllability. A deviation verification and correction mechanism is set up to perform two-level deviation verification and correction on the benchmark deviation before drilling and the construction deviation after drilling. Before construction, the actual positioning parameters of the equipment are calibrated based on theoretical calculation data to eliminate system positioning deviations from the source. After drilling, the hole layout parameters are reviewed, and graded rectification is carried out by supplementing or re-drilling for serious abnormal deviations. This solves the problems of unquantified deviation control, random accumulation of deviations, and uncontrollable hole forming quality in traditional blasting construction. Attached Figure Description

[0014] Figure 1 This is a schematic diagram of the process flow of an intelligent control method for tunnel blasting according to the present invention. Detailed Implementation

[0015] The technical solutions of the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only some embodiments of the present invention, and not all embodiments. Based on the embodiments of the present invention, all other embodiments obtained by those skilled in the art without creative effort are within the scope of protection of the present invention.

[0016] like Figure 1 As shown, the present invention provides a technical solution, an intelligent control method applied to tunnel blasting, the method comprising the following: A geological hardness assessment mechanism is set up to analyze the collected geological factor data. The local geological hardness assessment coefficient and the comprehensive geological hardness assessment coefficient are obtained through weighted fusion calculation, and the hardness of the surrounding rock at the working face is analyzed. An adaptive adjustment mechanism for borehole layout parameters is set up to dynamically adjust the borehole layout parameters based on the local geological hardness assessment coefficient. A soft rock borehole layout parameter restriction mechanism and an overall borehole layout parameter restriction mechanism are set up to restrict the actual values ​​of the borehole layout parameters. The deviation verification and correction mechanism is set up to compare and verify the calculated hole layout parameters with the measured parameters after the on-site construction equipment is in place, after the parameter adjustment is completed and before hole layout construction is carried out, and to issue warnings and corrections for deviations exceeding the preset threshold.

[0017] The geological hardness assessment mechanism is used to obtain local geological hardness assessment coefficients by weighted fusion of geological factor data from different areas of the working face, and to analyze and calculate the comprehensive geological hardness assessment coefficient. First, the entire area to be tested on the working face is divided into grid cell areas of uniform size with unique row and column identifiers. Then, geological factor data within each grid cell is collected, and the collected data is weighted and fused to obtain local geological hardness assessment coefficients. The geological factor data includes uniaxial compressive strength of rock mass, rock mass integrity coefficient, joint and fracture density, and weathering coefficient of surrounding rock. The comprehensive geological hardness assessment coefficient is obtained by combining the obtained local geological hardness assessment coefficients with the number of grid cells divided in the entire working face, and the overall hardness of the surrounding rock of the working face is comprehensively assessed.

[0018] The tunnel to be inspected is divided into uniformly sized grid cell regions. The number of rows in the grid representing the entire inspection area of ​​the tunnel face is denoted as M, and the number of columns as N. The row and column identifiers of a grid cell are denoted as (i, j); where i represents the grid row number (i = 1, 2, ..., M), and j represents the grid column number (j = 1, 2, ..., N). Geological factor data within each grid cell are collected, and normalization is performed on the geological factor data for each grid cell separately. The processed geological factor data is recorded with the row and column identifiers. The collected uniaxial compressive strength of the rock mass is denoted as P(i, j), the rock mass integrity coefficient as Q(i, j), the joint and fracture density as S(i, j), and the surrounding rock weathering coefficient as R(i, j). The local geological hardness assessment coefficient is calculated using the following formula: W(i, j) = fp×P(i,j)+fq×Q(i,j)+fs×[1-S(i,j)]+fr×[1-R(i,j)]; where fp is the weight of the uniaxial compressive strength of the rock mass in the local geological hardness assessment coefficient; fq is the weight of the rock mass integrity coefficient in the local geological hardness assessment coefficient; fs is the weight of the joint and fracture density in the local geological hardness assessment coefficient; fr is the weight of the weathering coefficient of the surrounding rock in the local geological hardness assessment coefficient; W(i,j) represents the local geological hardness assessment coefficient; the geological factor data of the same grid cell are weighted and fused to obtain the local geological hardness assessment coefficient W(i,j) in the cell; the comprehensive geological hardness assessment coefficient is calculated using the obtained local geological hardness assessment coefficient and the number of grids: Where W represents the comprehensive geological hardness assessment coefficient.

[0019] The overall rock hardness of the tunnel face was comprehensively analyzed using the obtained comprehensive geological hardness assessment coefficients. Thresholds α and β for the comprehensive geological hardness assessment coefficients were set, and the actual comprehensive geological hardness assessment coefficients were compared with the set thresholds. The analysis results are as follows: If W < α, it indicates that the comprehensive geological hardness assessment coefficient is too low, and the overall surrounding rock of the working face is judged to be soft and fractured rock, thus triggering the soft rock hole layout parameter limitation mechanism. If α≤W≤β, it indicates that the comprehensive geological hardness assessment coefficient is normal, and the rock mass hardness and fracture weathering degree of the overall surrounding rock at the working face are moderate, thus triggering the overall limiting mechanism of the pore parameters. If W>β, it indicates that the comprehensive geological hardness assessment coefficient is too high, and the overall surrounding rock of the tunnel face is judged to be intact hard rock. In this case, the overall restriction mechanism of the borehole parameters is relaxed.

[0020] The adaptive adjustment mechanism for borehole parameters uses the acquired local geological hardness assessment coefficients to dynamically adjust the borehole parameters for each grid cell region. The borehole parameters include borehole depth, borehole density, borehole inclination angle, and charge concentration. Furthermore, based on the hardness of the working face obtained from the comprehensive geological hardness assessment coefficients, different borehole parameter constraint mechanisms are triggered to limit the upper limit of the dynamic adjustment of the borehole parameters.

[0021] To dynamically adjust the borehole layout parameters, firstly, upper and lower limits of the borehole layout parameters are set. The actual borehole layout parameters within a grid cell area are obtained by combining the upper limit value of the borehole layout parameters with the local geological softness and hardness assessment coefficient. The lower limit value of the borehole layout parameters is denoted as dmin, and the upper limit value of the borehole layout parameters is denoted as dmax. The adjusted borehole layout parameters are then calculated according to the following formula: d=dmin+W(i,j)×(dmax-dmin); where d represents the adjusted borehole layout parameters, which include borehole depth, borehole density, borehole inclination angle, and charge concentration. The soft rock hole placement parameter restriction mechanism is used to set the upper limit threshold d1 for soft rock hole placement parameters. The upper limit threshold for soft rock hole placement parameters is calculated according to the following formula: d1=dmin+α×(dmax-dmin). After triggering the upper limit restriction mechanism for hole placement parameters, the adjusted hole placement parameters are compared and analyzed with the upper limit threshold for soft rock hole placement parameters. If d≤d1, the actual hole placement parameter value is d; if d>d1, the actual value of the adjusted hole placement parameter is d1. The overall constraint mechanism for hole layout parameters is set to determine the stability threshold d2 for hole layout parameters. The stability threshold is calculated using the following formula: d2 = dmin + β × (dmax - dmin). After triggering the overall constraint mechanism for hole layout parameters, the adjusted hole layout parameters are compared with the upper limit threshold for hole layout parameters in soft rock. If d ≤ d2, the actual value of the hole layout parameters is d; if d > d2, the actual value of the adjusted hole layout parameters is d2.

[0022] The deviation verification and correction mechanism compares the theoretical borehole layout parameters calculated based on the local geological hardness assessment coefficient with the measured parameters at different construction stages, and calculates the absolute difference between the theoretical and measured parameters. The deviation values ​​at different construction stages include the baseline deviation before drilling and the construction deviation after drilling. Before drilling, the calculated borehole layout parameters are compared with the measured parameters after the construction equipment is in place. The baseline deviation exceeding the preset threshold is warned and corrected. After drilling is completed, the construction deviation is detected, and the construction deviation exceeding the deviation threshold is corrected by additional drilling or re-drilling.

[0023] For the stage before borehole construction after parameter adjustment, the actual borehole parameters d of the construction equipment are collected after the construction equipment is in place on site. , and calculate the reference deviation of hole arrangement parameters in combination with the calculated theoretical hole arrangement parameters: k=|d-d |; set deviation thresholds k1 and k2, compare and analyze the obtained reference deviation with the set thresholds, and the analysis results are as follows: If k≤k1, it indicates that the reference deviation value is low, which is judged as a slight deviation, and no deviation correction is triggered; If k1<k≤k2, it indicates that the reference deviation value is relatively high, which is judged as a moderate deviation, then the deviation quantitative fine-tuning mechanism is triggered, the obtained deviation value is taken as the deviation correction value of the actual hole arrangement parameter, and the actual hole arrangement parameter is corrected; If k>k2, it indicates that the reference deviation value is abnormally high, which is judged as a severe abnormal deviation, then a severe abnormal deviation warning is triggered, and an instruction for the equipment to reset the actual hole arrangement parameters is issued; For the stage after the completion of drilling construction, the hole arrangement parameters of the actual blastholes obtained from drilling construction are collected, and the construction deviation h of the hole arrangement parameters is calculated in combination with the calculated theoretical hole arrangement parameters; the construction deviation is compared and analyzed with the set deviation thresholds, no deviation correction is triggered for slight deviations; supplementary drilling correction treatment is triggered for moderate deviations; a construction deviation abnormality warning is triggered for severe abnormal deviations, and an instruction for re-drilling construction is issued.

[0024] An intelligent control system applied to tunnel blasting, the system includes a geological softness and hardness assessment module, a hole arrangement parameter adaptive adjustment module, and a deviation verification and correction module; The geological softness and hardness assessment module is used to analyze the collected geological factor data, obtain the local geological softness and hardness assessment coefficient and the comprehensive geological softness and hardness assessment coefficient through weighted fusion calculation, and analyze the softness and hardness of the surrounding rock of the tunnel face; The hole arrangement parameter adaptive adjustment module dynamically adjusts the hole arrangement parameters according to the local geological softness and hardness assessment coefficient, and sets a soft rock hole arrangement parameter restriction mechanism and an overall hole arrangement parameter restriction mechanism to limit the actual values of the hole arrangement parameters; The deviation verification and correction module is used to compare and verify the calculated hole arrangement parameters with the measured parameters after the on-site construction equipment is in place after the parameter adjustment is completed and before the hole arrangement construction, so as to warn and correct the deviation exceeding the preset threshold.

[0025] Example 1: Divide the tunnel to be detected into grid cell regions with uniform dimensions, define the number of rows of grids divided from the entire detection area of the tunnel face as M=2, and the number of grid columns as N=3; define the row and column identifier of a grid cell as (i, j); taking the grid cell with the row and column identifier (1,1) as an example, collect the geological factor data within the affiliated grid cell, perform normalization processing on the geological factor data in each grid cell separately, record the processed geological factor data with the row and column identifier, define the collected uniaxial compressive strength of the rock mass as P(1,1)=0.8, define the rock mass integrity coefficient as Q(1,1)=0.8, define the joint fracture density as S(1,1)=0.3, define the surrounding rock weathering coefficient as R(1,1)=0.2; set the weight of the uniaxial compressive strength of the rock mass in the local geological softness-hardness evaluation coefficient as fp=0.45; set the weight of the rock mass integrity coefficient in the local geological softness-hardness evaluation coefficient as fq=0.3; set the weight of the joint fracture density in the local geological softness-hardness evaluation coefficient as fs=0.15; set the weight of the surrounding rock weathering coefficient in the local geological softness-hardness evaluation coefficient as fr=0.1; W(i,j) represents the local geological softness-hardness evaluation coefficient; calculate the local geological softness-hardness evaluation coefficient according to the following formula: W(i,j)=fp×P(i,j)+fq×Q(i,j)+fs×[1-S(i,j)]+fr×[1-R(i,j)]; substitute the data into the formula to calculate the local geological softness-hardness evaluation coefficient in the grid cell: W(1,1)=0.785; use the same method to calculate the local geological softness-hardness evaluation coefficients of the remaining grid cells: W(1,2)=0.77; W(1,3)=0.764; W(2,1)=0.81; W(2,2)=0.746; W(2,3)=0.82; calculate the comprehensive geological softness-hardness evaluation coefficient using the obtained local geological softness-hardness evaluation coefficients and the number of divided grids: ; substitute the data into the formula to calculate the comprehensive geological softness-hardness evaluation coefficient: W=0.7825; where W represents the comprehensive geological softness-hardness evaluation coefficient.

[0026] Use the obtained comprehensive geological softness-hardness evaluation coefficient to conduct a comprehensive analysis on the softness and hardness of the surrounding rock of the entire tunnel face, set the thresholds of the comprehensive geological softness-hardness evaluation coefficient as α=0.4 and β=0.8, compare and analyze the obtained actual comprehensive geological softness-hardness evaluation coefficient with the set thresholds, and the analysis results are as follows: if α<W<β, it indicates that the comprehensive geological softness-hardness evaluation coefficient is normal, it is judged that the rock mass softness-hardness and fracture weathering degree of the entire surrounding rock of the tunnel face are moderate, and the overall restriction mechanism of blasthole arrangement parameters is triggered.

[0027] It will be apparent to those skilled in the art that the present invention is not limited to the details of the exemplary embodiments described above, and that the invention can be implemented in other specific forms without departing from its spirit or essential characteristics. Therefore, the embodiments should be considered in all respects as exemplary and non-limiting, and the scope of the invention is defined by the appended claims rather than the foregoing description. Thus, all variations falling within the meaning and scope of equivalents of the claims are intended to be included within the present invention. No reference numerals in the claims should be construed as limiting the scope of the claims.

Claims

1. An intelligent control method for tunnel blasting, characterized in that: The method includes the following: A geological hardness assessment mechanism is set up to analyze the collected geological factor data. The local geological hardness assessment coefficient and the comprehensive geological hardness assessment coefficient are obtained through weighted fusion calculation, and the hardness of the surrounding rock at the working face is analyzed. An adaptive adjustment mechanism for borehole layout parameters is set up to dynamically adjust the borehole layout parameters based on the local geological hardness assessment coefficient. A soft rock borehole layout parameter restriction mechanism and an overall borehole layout parameter restriction mechanism are set up to restrict the actual values ​​of the borehole layout parameters. The deviation verification and correction mechanism is set up to compare and verify the calculated hole layout parameters with the measured parameters after the on-site construction equipment is in place, after the parameter adjustment is completed and before hole layout construction is carried out, and to issue warnings and corrections for deviations exceeding the preset threshold.

2. The intelligent control method for tunnel blasting according to claim 1, characterized in that: The geological hardness assessment mechanism is used to obtain local geological hardness assessment coefficients by weighted fusion of geological factor data from different areas of the working face, and to analyze and calculate the comprehensive geological hardness assessment coefficient. First, the entire area to be tested on the working face is divided into grid cell areas of uniform size with unique row and column identifiers. Then, geological factor data within each grid cell is collected, and the collected data is weighted and fused to obtain local geological hardness assessment coefficients. The geological factor data includes uniaxial compressive strength of rock mass, rock mass integrity coefficient, joint and fracture density, and weathering coefficient of surrounding rock. The comprehensive geological hardness assessment coefficient is obtained by combining the obtained local geological hardness assessment coefficients with the number of grid cells divided in the entire working face, and the overall hardness of the surrounding rock of the working face is comprehensively assessed.

3. The intelligent control method for tunnel blasting according to claim 2, characterized in that: The tunnel to be inspected is divided into uniformly sized grid cell regions. The number of rows in the grid representing the entire inspection area of ​​the tunnel face is denoted as M, and the number of columns as N. The row and column identifiers of a grid cell are denoted as (i, j), where i represents the grid row number (i = 1, 2, ..., M) and j represents the grid column number (j = 1, 2, ..., N). Geological factor data within each grid cell are collected, and normalization is performed on the geological factor data for each grid cell separately. The processed geological factor data is recorded with the row and column identifiers. The collected uniaxial compressive strength of the rock mass is denoted as P(i, j), the rock mass integrity coefficient as Q(i, j), the joint and fracture density as S(i, j), and the surrounding rock weathering coefficient as R(i, j). The collected geological factor data from the same grid cell are weighted and fused to obtain the local geological hardness assessment coefficient W(i, j). The comprehensive geological hardness assessment coefficient is calculated using the obtained local geological hardness assessment coefficient and the number of grid cells. Where W represents the comprehensive geological hardness assessment coefficient.

4. The intelligent control method for tunnel blasting according to claim 3, characterized in that: The overall rock hardness of the tunnel face was comprehensively analyzed using the obtained comprehensive geological hardness assessment coefficients. Thresholds α and β for the comprehensive geological hardness assessment coefficients were set, and the actual comprehensive geological hardness assessment coefficients were compared with the set thresholds. The analysis results are as follows: If W < α, it indicates that the comprehensive geological hardness assessment coefficient is too low, and the overall surrounding rock of the working face is judged to be soft and fractured rock, thus triggering the soft rock hole layout parameter limitation mechanism. If α≤W≤β, it indicates that the comprehensive geological hardness assessment coefficient is normal, and the rock mass hardness and fracture weathering degree of the overall surrounding rock at the working face are moderate, thus triggering the overall limiting mechanism of the pore parameters. If W>β, it indicates that the comprehensive geological hardness assessment coefficient is too high, and the overall surrounding rock of the tunnel face is judged to be intact hard rock. In this case, the overall restriction mechanism of the borehole parameters is relaxed.

5. The intelligent control method for tunnel blasting according to claim 4, characterized in that: The adaptive adjustment mechanism for borehole parameters uses the acquired local geological hardness assessment coefficient to dynamically adjust the borehole parameters for each grid cell region. The borehole parameters include borehole depth, borehole density, borehole inclination angle, and charge concentration. Furthermore, based on the hardness of the working face obtained from the comprehensive geological hardness assessment coefficient analysis, different borehole parameter restriction mechanisms are triggered to limit the upper limit of the dynamic adjustment of the borehole parameters.

6. The intelligent control method for tunnel blasting according to claim 5, characterized in that: For dynamic adjustment of hole layout parameters, first set the upper and lower limits of the hole layout parameters, and use the upper limit value of the hole layout parameters in combination with the local geological hardness and softness evaluation coefficient to jointly obtain the actual hole layout parameters within a grid unit area; denote the lower limit value of the hole layout parameters as dmin and the upper limit value of the hole layout parameters as dmax, then the adjusted hole layout parameter is calculated according to the following formula: d=dmin+W(i,j)×(dmax-dmin); where d represents the adjusted hole layout parameter, and the hole layout parameters include hole layout depth, hole layout density, blasthole inclination angle and charge concentration; A soft rock hole layout parameter restriction mechanism is configured to set the soft rock hole layout parameter upper threshold d1, and the soft rock hole layout parameter upper threshold is calculated according to the following formula: d1=dmin+α×(dmax-dmin); after the soft rock hole layout parameter upper restriction mechanism is triggered, the adjusted hole layout parameter is compared and analyzed with the soft rock hole layout parameter upper threshold, if d≤d1, the actual value of the hole layout parameter is d; if d>d1, the actual value of the adjusted hole layout parameter is d1; A global hole layout parameter restriction mechanism is configured to set the hole layout parameter stability threshold d2, and the hole layout parameter stability threshold is calculated according to the following formula: d2=dmin+β×(dmax-dmin); after the global hole layout parameter restriction mechanism is triggered, the adjusted hole layout parameter is compared and analyzed with the hole layout parameter stability threshold, if d≤d2, the actual value of the hole layout parameter is d; if d>d2, the actual value of the adjusted hole layout parameter is d2.

7. The intelligent control method for tunnel blasting according to claim 6, characterized in that: The deviation verification and correction mechanism uses the theoretical hole layout parameters calculated based on the local geological hardness and softness evaluation coefficient to compare with the measured parameters at different on-site construction stages, and calculates the absolute difference between the theoretical hole layout parameters and the measured parameters; the deviation values at different construction stages include the reference deviation before drilling construction and the construction deviation after drilling construction; after the parameter adjustment is completed and before the hole layout construction, the calculated hole layout parameters are compared and verified with the measured parameters after the on-site construction equipment is in place, and early warning and correction are performed for the reference deviation exceeding the preset threshold; after the drilling construction is completed, the construction deviation is detected, and supplementary drilling correction or re-drilling correction is performed for the construction deviation exceeding the deviation threshold.

8. The intelligent control method for tunnel blasting according to claim 7, characterized in that: For the stage before borehole construction after parameter adjustment, the actual borehole parameters d of the construction equipment are collected after the construction equipment is in place on site. And combined with the calculated theoretical aperture parameter d, the aperture parameter reference deviation is calculated: k=|dd |; Deviation thresholds k1 and k2 are set, and the obtained reference deviation is compared and analyzed with the set thresholds, and the analysis results are as follows: If k≤k1, it indicates that the reference deviation value is low, which is judged as a slight deviation, and no deviation correction is triggered; If k1<k≤k2, it indicates that the reference deviation value is on the high side, which is judged as a moderate deviation, then the deviation quantitative fine-tuning mechanism is triggered, the obtained deviation value is taken as the deviation correction value of the actual hole layout parameter, and the actual hole layout parameter is corrected; If k>k2, it indicates that the reference deviation value is abnormally high, which is judged as a severe abnormal deviation, then a severe abnormal deviation warning is triggered, and an instruction for the equipment to reset the actual hole layout parameter is issued; After the drilling operation is completed, the actual borehole layout parameters obtained from the drilling operation are collected, and the construction deviation h of the borehole layout parameters is calculated in combination with the theoretical borehole layout parameters. The construction deviation is compared and analyzed with the set deviation threshold. For slight deviations, no deviation correction is triggered; for moderate deviations, additional drilling correction is triggered; for severe abnormal deviations, an abnormal construction deviation warning is triggered, and a re-drilling operation command is issued.

9. An intelligent control system for tunnel blasting, applied to the intelligent control method for tunnel blasting as described in any one of claims 1-8, characterized in that: The system includes a geological hardness assessment module, a borehole parameter adaptive adjustment module, and a deviation verification and correction module; The geological hardness assessment module is used to analyze the collected geological factor data, obtain the local geological hardness assessment coefficient and the comprehensive geological hardness assessment coefficient through weighted fusion calculation, and analyze the hardness of the surrounding rock at the working face. The adaptive adjustment module for hole layout parameters dynamically adjusts the hole layout parameters based on the local geological hardness assessment coefficient, and sets a soft rock hole layout parameter restriction mechanism and an overall hole layout parameter restriction mechanism to limit the actual values ​​of the hole layout parameters. The deviation verification and correction module is used to compare and verify the calculated hole layout parameters with the measured parameters after the on-site construction equipment is in place, after the parameter adjustment is completed and before the hole layout construction is carried out, and to issue warnings and corrections for deviations exceeding the preset threshold.

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