Vibration reduction method and system for surrounding rock blasting under complex geological conditions

Abstract

The invention relates to the technical field of surrounding rock blasting vibration reduction, and discloses a vibration reduction method and system for surrounding rock blasting under complex geological conditions, which are used for solving the problems of surrounding rock instability, structure damage and the like caused by blasting vibration in complex geological environments. The method comprises the following steps: 1) geological investigation and risk grading: acquiring parameters by using geological radar, drilling sound wave test and the like, and dividing risk areas; (2) blasting parameters are optimized, and the explosive loading amount, delay time and the like are adjusted according to different risk areas; (3) a vibration reduction scheme is formulated, and measures such as damping grooves, rubber pads and grouting reinforcement are adopted; and 4) monitoring feedback, collecting vibration data in real time and correcting the scheme. The system is composed of a control center, a geological survey module, a parameter design module, a vibration reduction arrangement module and a monitoring feedback module, and vibration reduction control is achieved. Through geological accurate pre-judgment, parameter dynamic optimization and multi-dimensional vibration reduction, the blasting vibration influence is reduced, the safety of surrounding rock and surrounding structures is guaranteed, and the method is suitable for engineering scenes such as tunnel excavation and mining.

Description

Technical Field

[0001] This invention relates to the field of vibration reduction technology in surrounding rock blasting, specifically to a vibration reduction method and system for surrounding rock blasting under complex geological conditions. Background Technology

[0002] In large-scale geotechnical engineering fields such as tunnel excavation, mining, and roadbed construction, blasting operations have long been regarded as one of the core technical means to break rocks and achieve rock mass excavation. However, when blasting is carried out in complex geological environments such as fault fracture zones, weak interlayers, high-stress surrounding rocks, and karst development areas, the seismic waves triggered by the explosive explosion can easily lead to dynamic instability of the surrounding rock, thereby inducing geological disasters such as large-scale collapses, rockfalls, and roof falls. At the same time, strong ground vibrations may also cause irreversible structural damage and performance degradation to bridges, tunnel lining structures, surrounding residential buildings, and other important buildings within the blasting impact range. These problems seriously restrict the safety, economy, and overall progress of engineering construction.

[0003] Currently widely used blasting vibration control technologies include millisecond delay detonation, pre-splitting blasting, and the installation of vibration-damping trenches—but these technologies still have several significant limitations in practical applications. First, existing technologies are poorly adaptable to complex and variable geological conditions, failing to systematically consider the interference effects of adverse geological structures such as faults, joints, and weak interlayers on the propagation path and energy distribution of seismic waves. Second, the controllability and predictability of vibration reduction effects are low, lacking an intelligent control mechanism that can dynamically adjust blasting design parameters based on real-time geological exploration data and vibration response characteristics. Finally, existing processes generally lack integrated control covering the entire process of drilling, charging, detonation, and vibration monitoring, failing to form effective vibration data feedback and closed-loop optimization of blasting parameters, thus limiting further improvements in vibration reduction accuracy and engineering reliability. Summary of the Invention

[0004] To address the shortcomings of existing technologies, the present invention aims to provide a method for controlling blasting vibration in complex geological conditions, which enables precise geological prediction, dynamic parameter optimization, multi-dimensional vibration reduction, and real-time monitoring and feedback.

[0005] Another object of the present invention is to provide a system for the above-described method for reducing vibration during rock blasting.

[0006] To achieve the above objectives, the present invention provides a vibration reduction method for surrounding rock blasting under complex geological conditions, comprising the following steps: Step S1: Conduct a geological survey of the blasting area, obtain the geological parameters of the blasting area, and classify the risk level of the blasting area according to the geological parameters, in order to divide it into high-risk area, medium-risk area and low-risk area; Step S2: Optimize the blasting parameters of the baseline blasting scheme according to the risk level of the blasting area, and then carry out the blasting arrangement in the blasting area according to the optimized blasting scheme; Step S3: Based on the risk level of the blasting area and the optimized blasting parameters, formulate a preliminary vibration reduction plan, implement vibration reduction measures in the blasting area according to the plan, and set a vibration threshold that meets the requirements. Step S4: Set up monitoring points around the blasting area to collect vibration parameters and collect vibration parameters after blasting periodically; if the vibration parameters exceed the set vibration threshold, blasting parameters and vibration reduction scheme are corrected, and the points are rearranged according to the corrected blasting parameters and vibration reduction scheme. Blasting is continued, and the process of step S4 is repeated until the collected vibration parameters meet the set vibration threshold, so as to obtain mature blasting parameters and vibration reduction scheme.

[0007] To better implement the method of the present invention, in step S1, geological exploration is carried out through three methods: ground-penetrating radar detection, borehole acoustic testing, and advanced geological drilling, in order to obtain the geological parameters of the blasting area. Among them, the ground-penetrating radar uses a detection antenna with a frequency of 25MHz-100MHz to scan along a preset survey line, analyze the amplitude and phase axis continuity of the radar reflected wave, identify the boundary of the geological anomaly area, and then determine the extension length or thickness of the fault. Borehole acoustic wave test: Before the test, clean the borehole and ensure that the test section is filled with coupling water and the borehole wall is flat and free from collapse. Use a single transmitter and dual receiver transducer to test each borehole at intervals of 0.5m to 1.0m. Excite and receive the tube wave signal propagating along the borehole wall, record the acoustic wave velocity, and calculate the rock mass integrity coefficient based on the correspondence between acoustic wave velocity and rock mass integrity. Advanced geological drilling employs a casing drilling technique with a casing diameter of 108mm~146mm. The casing extends 3m~5m beyond unstable strata. The drilling speed is dynamically adjusted according to lithology: 0.8m / min~1.2m / min for soft soil and 0.3m / min~0.5m / min for hard rock. Each drilling pass does not exceed 2m, ensuring a core recovery rate of ≥85% for intact strata and ≥65% for fractured strata. Abnormalities such as borehole water inflow and collapse are recorded simultaneously. During drilling, laboratory shear strength tests are conducted on core samples of fault filling material to directly determine the shear strength of the filling material. Laboratory uniaxial compressive strength tests are conducted on intact core samples to determine the rock compressive strength. Combined with records of borehole water inflow and collapse, along with core stress relief tests or sonic logging data, the rock mass stress level is analyzed and determined, and its ratio to the rock mass compressive strength is calculated.

[0008] To better implement the method of the present invention, furthermore, in step S1, the risk level of the blasting area is classified by quantitatively assessing the blasting vibration propagation risk and surrounding rock stability through geological parameters. The specific process is as follows: Step S11: Use the blasting vibration propagation amplification effect and the surrounding rock's resistance to disturbance as quantitative evaluation dimensions; Step S12: Match the collected geological parameters with the corresponding quantitative evaluation dimensions. Among them, the thickness or extension length of the fault and the shear strength of the filling material correspond to the quantitative evaluation of the amplification effect of blasting vibration propagation. The rock mass integrity coefficient, rock compressive strength, and rock mass stress level correspond to the quantitative evaluation of the surrounding rock's resistance to disturbance. Step S13: Based on the quantitative assessment results, classify the risk level of the blasting area: High-risk areas are assessed quantitatively based on the amplification effect of blasting vibration propagation (significant vibration amplification): fault thickness ≥ 5m or extension length ≥ 50m, and shear strength of fault filling material < 0.3MPa; and based on the stability of surrounding rock against disturbance (extremely poor surrounding rock stability): rock mass stress ≥ 0.6 times rock mass compressive strength. Medium-risk areas are assessed quantitatively based on the propagation and amplification effect of blasting vibration (moderate vibration amplification): fault thickness 1m~5m or extension length 10m~50m; and quantitatively based on the surrounding rock's resistance to disturbance (extremely average surrounding rock stability): weakly weathered surrounding rock with a rock mass integrity coefficient of 0.4~0.6. In low-risk areas, the quantitative assessment of the propagation and amplification effect of blasting vibration (rapid vibration attenuation) is based on the following: intact surrounding rock with a rock mass integrity coefficient ≥ 0.6, and without obvious faults or weak interlayers; the quantitative assessment of the surrounding rock's resistance to disturbance is based on the following (strong surrounding rock stability): rock mass stress < 0.4 times the rock mass compressive strength.

[0009] To better implement the method of the present invention, in step S2, the blasting parameters of the current benchmark blasting scheme include the maximum charge amount per segment, borehole delay time, explosive type, charge structure, and borehole arrangement. Among them, the maximum charge amount per segment incorporates a geological influence coefficient. f(G) optimization; The geological influence coefficient f(G) The result is obtained from the Sadovsky formula, as follows: v=K·(Q 1 / 3 / R) α ·f(G) , V is the vibration velocity of the medium particles, with units of cm / s or m / s; Q represents the amount of explosive (unit: kg). For simultaneous blasting, it represents the total amount of explosive. For delayed blasting, it represents the maximum amount of explosive in a single stage (key parameter). R: Distance from the detonation point (unit: m), refers to the straight-line distance from the detonation point (center of the explosive charge) to the monitoring (or analysis) point; K: Attenuation coefficient, which is related to the terrain and geological conditions (such as lithology, stratigraphic structure, and degree of looseness) between the blasting point and the target point, and needs to be determined through field tests or engineering analogies; α: Attenuation index, which is also related to terrain and geological conditions, and reflects the attenuation rate of blasting vibration as distance increases.

[0010] The borehole delay time is optimized by a combination of differential delay and segmented delay modes; The type of explosive is optimized based on the integrity of the surrounding rock and the stress level of the surrounding rock. The charge structure is optimized based on energy transfer efficiency and to reduce surrounding rock disturbance. The arrangement of the boreholes is optimized by avoiding areas with geological defects and adding buffer holes.

[0011] To better implement the method of the present invention, the optimization of blasting parameters for each risk level blasting zone in step S2 is further as follows: (1) The optimization of blasting parameters in high-risk areas is as follows: The maximum charge per segment: f(G) Use a strength of 1.5~2.0, and control the dosage of the medicine to be 5kg~10kg; The borehole delay time is as follows: 25ms~50ms between adjacent boreholes, and ≥200ms between different risk ranges; The type of explosive is: low-detonation-velocity, low-power water-gel explosive; The charge structure is as follows: uncoupled charge, uncoupling coefficient 1.5~2.0, and air gap length 1.2~1.5 times the length of the charge roll; The arrangement of the blast holes is as follows: the main blast holes are arranged to avoid fault fracture zones, and buffer holes are added in defect areas, with a spacing of 0.6 to 0.8 times that of conventional main blast holes; (2) The optimization of blasting parameters in medium-risk areas is as follows: The maximum charge per segment: f(G) Use a strength of 1.2~1.5, and control the amount of medicine loaded to 10kg~20kg; The borehole delay time is as follows: 25ms~50ms between adjacent boreholes, and ≥200ms between different risk ranges; The type of explosive is: a medium-low detonation velocity emulsion explosive; The charge structure features segmented, decoupled charges with adjustable coupling levels. The arrangement of the boreholes is as follows: referring to the high-risk area, the density of the buffer holes is appropriately reduced; (3) The optimization of blasting parameters in low-risk areas is as follows: The maximum charge per segment: f(G) Take 1.0, and control the amount of medicine to be 20kg~30kg; The borehole delay time is as follows: 25~50ms for adjacent boreholes, and ≥200ms for different risk intervals; The type of explosive is: high-power emulsion explosive; The charge structure is a continuously coupled charge. The arrangement of the blast holes is as follows: conventional main blast hole arrangement, without the need to add buffer holes.

[0012] To better implement the method of the present invention, further, in step S3, a preliminary vibration reduction scheme for high-risk areas is formulated as follows: Step S311: Set up a closed vibration damping trench 3m to 5m outside the blasting area. The depth of the vibration damping trench is greater than 5m and not less than 1.5 times the depth of the blasting influence. The width of the vibration damping trench is 1.2m to 1.5m. The lower layer of the vibration damping trench is filled with 30cm to 50cm of foamed concrete, and the upper layer is filled with crushed stone with a particle size of 20mm to 30cm. Step S312: Lay at least two layers of rubber mats in the area adjacent to the structure, and fix them on the top with wire mesh and at the edges with anchor bolts. The thickness of each layer of rubber mats shall not be less than 10cm, and the coverage area shall extend 1m to 2m beyond the edge of the blasting impact. Step S313: After the fault fracture zone is backfilled with waste slag in layers, cement and water glass are used for double-liquid grouting. The compaction degree of the backfilled waste slag is not less than 95%, which strengthens the integrity of the rock mass. The integrity coefficient of the strengthened rock mass is not less than 0.5. Step S314: Set the vibration threshold for high-risk areas to ≤8cm / s.

[0013] To better implement the method of the present invention, further, in step S3, a preliminary vibration reduction scheme for the medium-risk area is formulated as follows: Step S321: Set up a closed damping trench 3m to 5m outside the blasting area. The depth of the damping trench is greater than 3m and not less than 1.2 times the depth of the blasting influence. The width of the damping trench is 1.0m to 1.2m. The damping trench is filled with 20mm to 50mm gravel. Step S322: Lay a layer of rubber mat in the area adjacent to the structure, and fix it on the top with wire mesh and at the edge with anchor bolts. The thickness of each layer of rubber mat shall not be less than 10cm, and the coverage area shall exceed the edge of the blasting impact by 1m to 2m. Step S323: For small-scale crushing zones, waste residue is directly backfilled and compacted, with a compaction degree of not less than 90%. Step S324: Set the vibration threshold for the medium-risk zone to ≤12cm / s.

[0014] To better implement the method of the present invention, further, in step S3, a preliminary vibration reduction scheme for the low-risk area is formulated as follows: Step S331: Set up simple vibration damping trenches only at the boundary between the blasting area and the sensitive area. The trenches should be at least 2m deep and 1.0m wide, and filled with plain soil or gravel. Step S332: After blasting, a small amount of waste residue is used to backfill the local rock fissures; Step S333: Set the vibration threshold for the low-risk zone to ≤15cm / s.

[0015] To better implement the method of the present invention, further, in step S4, a monitoring point is set up every 5m to 10m in the high-risk area, and a monitoring point is set up every 15m to 20m in the medium-risk and low-risk areas; the monitoring parameters include the vibration velocity and vibration frequency in the x, y, and z directions, and the sampling frequency is not less than 1000Hz; after every 10 to 20 rounds of blasting operations, the monitoring data is statistically analyzed. If it exceeds the threshold of the corresponding risk level area, it is analyzed, and the blasting parameters and vibration reduction scheme are optimized until the monitoring meets the threshold, thereby obtaining mature blasting parameters and vibration reduction scheme.

[0016] A vibration reduction system for blasting surrounding rock under complex geological conditions is used to realize the vibration reduction method for blasting surrounding rock under the above-mentioned complex geological conditions. It includes a control center, a geological exploration module, a parameter design module, a vibration reduction layout module, and a monitoring feedback module. Each module is connected to the control center to work together to realize vibration reduction control of the entire process of blasting surrounding rock. The geological survey module performs geological surveys of the blasting area, obtains geological parameters of the blasting area, and transmits them to the control center; The control center receives geological parameters transmitted by the geological exploration module, completes the risk level classification of the blasting area, and sends the risk level information to the parameter design module and the vibration reduction layout module respectively. The control center determines whether the vibration parameters exceed the vibration threshold set by the vibration reduction layout module. If they do, it generates parameter correction instructions and vibration reduction scheme correction instructions, and sends them to the parameter design module and the vibration reduction layout module respectively. After the two modules complete the correction, the control center coordinates the on-site execution terminal to rearrange and continue blasting. The parameter design module is used to optimize the blasting parameters of the benchmark blasting scheme based on the risk level information issued by the control center, generate the optimized blasting scheme and transmit it to the control center, which then issues it to the field execution terminal to complete the blasting arrangement. The vibration reduction arrangement module is used to formulate a preliminary vibration reduction plan and implement the vibration reduction arrangement based on the risk level information issued by the control center and the blasting parameters optimized by the parameter design module. At the same time, it sets the required vibration threshold and feeds it back to the control center. The monitoring feedback module is used to set up monitoring points around the blasting area, periodically collect vibration parameters after blasting and transmit them to the control center; the monitoring feedback module continuously collects vibration parameters until the parameters meet the set threshold, and the control center confirms the mature blasting parameters and vibration reduction scheme and stores them.

[0017] Compared with the prior art, the present invention has the following advantages and beneficial effects: (1) This invention uses sophisticated exploration methods to accurately obtain core geological parameters such as fault parameters, rock mass integrity, and stress level. Based on the dual-dimensional quantitative assessment of the propagation amplification effect of blasting vibration and the surrounding rock's resistance to disturbance, it achieves the scientific division of high, medium, and low risk zones, providing a data foundation for the establishment of subsequent construction twin models. (2) This invention optimizes blasting parameters and provides vibration reduction schemes for different risk areas, achieving the optimal balance between vibration reduction effect and engineering economy; the same differentiated monitoring strategy avoids resource waste, takes into account monitoring accuracy and cost control, can accurately capture the full-dimensional characteristics and subtle changes of blasting vibration, avoid vibration data distortion, and provide reliable data support for scheme optimization. (3) This invention organically combines active energy control with passive vibration isolation. The two work together to form source energy control and path vibration isolation, which significantly improves the vibration reduction effect and meets the safety requirements of surrounding rock and structures under complex geological conditions. (4) This invention uses statistical analysis of monitoring data to dynamically correct blasting parameters and vibration reduction schemes, continuously optimize parameter adaptability, and finally form a mature vibration reduction scheme that fully matches the geological conditions of the specific blasting area. It can cope with parameter fluctuations under complex geological conditions and ensure that the vibration reduction effect is stable and meets the standards in the long term. (5) The vibration reduction system of the present invention is coordinated by the control center. The geological exploration module, parameter design module, vibration reduction layout module and monitoring feedback module have clear division of labor and are interconnected, thus constructing a complete vibration reduction control system. It realizes integrated management from energy control at the blasting source, vibration path isolation to effect feedback correction, effectively weakens the amplification effect of blasting vibration under complex geological conditions, reduces the risk of surrounding rock disturbance, ensures the structural safety of adjacent structures, and improves the construction safety and surrounding rock stability of the overall blasting project. The functions and methods of each module correspond precisely, reducing manual intervention links, improving the automation and controllability of the construction process, reducing the risk of human error, and shortening the scheme optimization cycle, thereby improving the construction efficiency of complex geological blasting projects. Attached Figure Description

[0018] Other features, objects, and advantages of the invention will become more apparent from the following detailed description of non-limiting embodiments with reference to the accompanying drawings: Figure 1 This is a structural block diagram of the system in this invention; Figure 2 This is a flowchart of the method in this invention; Figure 3 This is a structural block diagram of the geological exploration module in this invention; Figure 4 This is a structural block diagram of the control center in this invention; Figure 5 This is a structural block diagram of the parameter design module in this invention; Figure 6 This is a structural block diagram of the vibration reduction arrangement module in this invention; Figure 7 This is a structural block diagram of the monitoring and feedback module in this invention. Detailed Implementation

[0019] Embodiments of the present invention are described in detail below. Examples of these embodiments are shown in the accompanying drawings, wherein the same or similar reference numerals denote the same or similar elements or elements having the same or similar functions throughout. The embodiments described below with reference to the accompanying drawings are exemplary and are only used to explain the present invention, and should not be construed as limiting the present invention.

[0020] To make the objectives, process conditions, and advantages of the present invention clearer, the present invention will be further described in detail with reference to the following embodiments. However, the embodiments of the present invention are not limited thereto. Various substitutions and modifications can be made based on common technical knowledge and conventional means in the art without departing from the above-described technical concept of the present invention, and all such substitutions and modifications should be included within the scope of the present invention. The specific embodiments described herein are only used to explain the present invention and are not intended to limit the present invention.

[0021] Example 1: This embodiment provides a vibration reduction system for blasting surrounding rock under complex geological conditions, such as... Figure 1 As shown, it includes a control center, a geological exploration module, a parameter design module, a vibration reduction layout module, and a monitoring feedback module. Each module is connected to the control center to work together to achieve vibration reduction control throughout the entire process of surrounding rock blasting. The geological survey module performs geological surveys of the blasting area, obtains geological parameters of the blasting area, and transmits them to the control center; The control center receives geological parameters transmitted by the geological exploration module, completes the risk level classification of the blasting area, and sends the risk level information to the parameter design module and the vibration reduction layout module respectively. The control center determines whether the vibration parameters exceed the vibration threshold set by the vibration reduction layout module. If they do, it generates parameter correction instructions and vibration reduction scheme correction instructions, and sends them to the parameter design module and the vibration reduction layout module respectively. After the two modules complete the correction, the control center coordinates the on-site execution terminal to rearrange and continue blasting. The parameter design module is used to optimize the blasting parameters of the benchmark blasting scheme based on the risk level information issued by the control center, generate the optimized blasting scheme and transmit it to the control center, which then issues it to the field execution terminal to complete the blasting arrangement. The vibration reduction arrangement module is used to formulate a preliminary vibration reduction plan and implement the vibration reduction arrangement based on the risk level information issued by the control center and the blasting parameters optimized by the parameter design module. At the same time, it sets the required vibration threshold and feeds it back to the control center. The monitoring feedback module is used to set up monitoring points around the blasting area, periodically collect vibration parameters after blasting and transmit them to the control center; the monitoring feedback module continuously collects vibration parameters until the parameters meet the set threshold, and the control center confirms the mature blasting parameters and vibration reduction scheme and stores them.

[0022] The process of using this system to reduce vibration during blasting of surrounding rock under complex geological conditions is as follows: Figure 2 As shown, it includes the following steps: Step S1: Conduct a geological survey of the blasting area, obtain the geological parameters of the blasting area, and classify the risk level of the blasting area according to the geological parameters, in order to divide it into high-risk area, medium-risk area and low-risk area; Step S2: Optimize the blasting parameters of the baseline blasting scheme according to the risk level of the blasting area, and then carry out the blasting arrangement in the blasting area according to the optimized blasting scheme; Step S3: Based on the risk level of the blasting area and the optimized blasting parameters, formulate a preliminary vibration reduction plan, implement vibration reduction measures in the blasting area according to the plan, and set a vibration threshold that meets the requirements. Step S4: Set up monitoring points around the blasting area to collect vibration parameters and collect vibration parameters after blasting periodically; if the vibration parameters exceed the set vibration threshold, blasting parameters and vibration reduction scheme are corrected, and the points are rearranged according to the corrected blasting parameters and vibration reduction scheme. Blasting is continued, and the process of step S4 is repeated until the collected vibration parameters meet the set vibration threshold, so as to obtain mature blasting parameters and vibration reduction scheme.

[0023] Example 2: This embodiment, based on the above embodiments, further defines the structure of the geological exploration module in the system, such as... Figure 3 As shown, the geological exploration module includes a ground-penetrating radar detection unit, a borehole acoustic testing unit, and an advanced geological drilling unit. These three units work together to collect geological parameters. The geological radar detection unit is equipped with a detection antenna with a frequency of 25MHz-100MHz, which is used to scan the blasting area along the preset survey line, collect the amplitude and phase axis continuity data of the radar reflected wave, identify the boundary of the geological anomaly area, and determine the extension length or thickness of the fault. The borehole acoustic testing unit is equipped with a single transmitter and dual receiver transducer for testing the borehole point by point at intervals of 0.5m to 1.0m. Before testing, the borehole is cleaned and the test section is filled with coupling water and the borehole wall is flat and free from collapse. The tube wave signal propagating along the borehole wall is excited and received, the acoustic wave velocity is recorded, and the rock mass integrity coefficient is calculated based on the correspondence between the acoustic wave velocity and the rock mass integrity. The advanced geological drilling unit employs casing drilling technology, using casing with a diameter of 108mm~146mm, extending 3~5m beyond unstable strata. The unit can dynamically adjust the drilling speed according to lithology, with a drilling speed of 0.8m / min~1.2m / min for soft soil layers and 0.3m / min~0.5m / min for hard rock layers, with each drilling pass not exceeding 2m, ensuring a core recovery rate of ≥85% for intact strata and ≥65% for fractured strata. Simultaneously, abnormal conditions such as borehole water inflow and collapse are recorded. A core sample testing assembly is configured for indoor shear strength testing of fault-filled core samples and indoor uniaxial compressive strength testing of intact core samples. This, combined with core stress relief testing or sonic logging data analysis, determines the rock mass stress level and the ratio of rock mass stress level to rock mass compressive strength. Other parts of this embodiment are the same as those in the previous embodiment and will not be repeated here.

[0024] Example 3: This embodiment further upgrades the geological exploration system based on the above embodiments, realizing multi-source data fusion and dynamic exploration.

[0025] First, based on existing ground-penetrating radar, borehole acoustic testing, and advanced geological drilling, the following geological exploration methods will be added to improve data accuracy and form a multi-source exploration system, specifically including: By introducing UAV aerial surveying and InSAR (Synthetic Aperture Radar Interferometry) technology, surface deformation monitoring is carried out in the blasting area and within a 500m radius around it to obtain macroscopic geological information such as the distribution of surface cracks and topographic undulations, which complements the underground exploration data.

[0026] Add in-hole television imaging test to visualize the borehole wall, accurately identify the development degree and filling status of micro faults and fissures, with a resolution of not less than 0.1 mm.

[0027] Distributed fiber optic sensing technology is used to deploy fiber optic sensors at key geological interfaces to achieve long-term real-time monitoring of rock mass temperature and stress changes, with a sampling interval of no more than 10 seconds.

[0028] Secondly, a new multi-source data fusion algorithm has been added to improve the accuracy of geological parameter analysis, specifically including: Standardize and preprocess data obtained from different exploration methods to eliminate dimensional differences and systematic errors; A weighted adaptive allocation model is constructed to dynamically allocate weights based on the accuracy, reliability, and data integrity of each exploration method (e.g., weight of ground-penetrating radar data 0.3-0.4, weight of borehole acoustic data 0.3-0.4, and weight of distributed optical fiber data 0.2-0.3). By using a fusion algorithm, a unified dataset of geological parameters is output, including rock mass integrity coefficient, three-dimensional spatial distribution of faults, and rock mass stress field distribution, thereby reducing analytical errors.

[0029] Finally, a dynamic exploration mechanism is added to adapt to changes in geological conditions. During the blasting operation, after every 3-5 rounds of blasting, a supplementary exploration of the local area is carried out again (focusing on high-risk areas and areas with geological anomalies). Combined with previous monitoring data, the geological parameters and risk level classification results are dynamically corrected to achieve dynamic adaptation of exploration, construction, and re-exploration.

[0030] Example 4: This embodiment, based on the above embodiments, further defines the structure of the control center in the system, such as... Figure 4 As shown, the control center has a built-in risk level classification module. This module is used to quantitatively assess the risk of blasting vibration propagation and the stability of the surrounding rock in the blasting area through geological parameters, and to complete the risk level classification. Specifically, it includes: Quantitative assessment dimension setting sub-module: Sets the blasting vibration propagation amplification effect and the surrounding rock's resistance to disturbance as the core quantitative assessment dimensions; Parameter matching submodule: Matches the geological parameters collected by the geological exploration module with the quantitative evaluation dimensions. Among them, the thickness or extension length of the fault and the shear strength of the filling material are matched with the evaluation of the amplification effect of blasting vibration propagation, and the rock mass integrity coefficient, rock compressive strength, and rock mass stress level are matched with the evaluation of the surrounding rock's resistance to disturbance. Risk classification submodule: Classifies risk levels based on the matched quantitative assessment results, specifically: High-risk areas: meet the following criteria: significant amplification effect of blasting vibration propagation (fault thickness ≥ 5m or extension length ≥ 50m, or shear strength of fault filling material < 0.3MPa), or extremely poor stability of surrounding rock against disturbance (rock stress ≥ 0.6 times rock compressive strength). Medium-risk area: meets the criteria of moderate blasting vibration propagation amplification effect (fault thickness 1m~5m or extension length 10m~50m), or general surrounding rock disturbance resistance stability (weakly weathered surrounding rock with a rock mass integrity coefficient of 0.4~0.6). Low-risk area: meets the following conditions: weak blasting vibration propagation amplification effect (intact surrounding rock with rock mass integrity coefficient ≥ 0.6 and no obvious faults or weak interlayers), and strong surrounding rock resistance to disturbance (rock mass stress < 0.4 times rock mass compressive strength).

[0031] Example 5: This embodiment, based on the above embodiment, further optimizes and improves the risk level classification of the blasting area in step S1, and performs dynamic grading and coupling effect assessment, specifically including: A dynamic risk classification model is established, and time series prediction is introduced. That is, using historical geological parameters, blasting parameters, and vibration monitoring data as training samples, an LSTM prediction model is constructed to predict the vibration response pattern of each area under different blasting schemes. The constructed LSTM prediction model is as follows: LSTM models achieve time-series data modeling through forget gates, input gates, cell state updates, and output gates, adapting to the time-series correlation characteristics of geology, blasting, and vibration. Specifically: (1) Forget Gate (Controls the retention of historical information) In the formula, Output the forget gate (0~1, 1 indicates that the historical information is completely preserved); It is the sigmoid activation function; This is the forget gate weight matrix; The output of the LSTM hidden layer at the previous time step (historical vibration response characteristics); The input vector at the current moment (geological parameters and blasting parameters, such as rock mass integrity coefficient, single-stage charge amount, delay time, etc.); This is the forget gate bias term.

[0032] (2) Input gate (controls the input of new information) In the formula, The input gate outputs (0~1, 1 indicates that all new information has been input); For candidate cell states (feature encoding of new information); This is the hyperbolic tangent activation function (output range -1 to 1). , The input gate and candidate cell state weight matrix are used. , This corresponds to the bias term.

[0033] (3) Cell state update (the core of time-series information storage) In the formula, The current cell state (stores time-series cumulative information); This represents the cell state at the previous moment; This is the product of the element and the `wise` operator (digit-wise multiplication).

[0034] (4) Output gate (generates the prediction result at the current time) In the formula, Output gate output; This is the output of the hidden layer at the current moment; This is the predicted value of the blasting vibration velocity at the current moment (core output, used for risk classification). , This refers to the output gate and prediction layer weight matrix; , This corresponds to the bias term.

[0035] The dynamic risk grading correlation formula (based on prediction results) predicts vibration velocity. By comparing the risk level threshold with the rate of change of geological parameters, a dynamic risk level determination is achieved, namely: In the formula, The risk level is dynamically assessed at all times. , For high / medium and medium / low risk vibration thresholds (e.g., high risk ≤8cm / s, medium risk ≤12cm / s, low risk ≤15cm / s). The change rate of geological parameters at time t (such as the change range of rock mass integrity coefficient and fault parameters).

[0036] In addition to the original static parameters, the risk assessment indicators that couple time, space and geology into three dimensions include dynamic indicators such as the timing of blasting operations (e.g., the interval between adjacent blasting sections), the distribution density of surface structures, and the dynamic changes of groundwater.

[0037] A dynamic risk level adjustment threshold is set, and the risk level is automatically reassessed when the predicted vibration velocity deviation exceeds 10%, the geological parameter change exceeds 8%, or the surrounding environmental conditions change.

[0038] In addition, the assessment of multi-field coupling effects is enhanced to deepen the risk quantification, specifically including: A multi-field coupled numerical model was constructed to simulate the interaction between the rock mass stress field, vibration field, and groundwater seepage field under blasting load. The constructed multi-field coupled numerical model is as follows: (1) Stress field governing equations (equilibrium equations): In the formula: This represents the total stress tensor of the rock mass. Density of the rock mass; It is the acceleration due to gravity; This is the seepage volume force (coupled term, generated by groundwater seepage); For rock mass acceleration; It is a divergence operator.

[0039] (2) Vibration field governing equation (wave equation): In the formula: , The Lamé constant of the rock mass; This represents the rock mass displacement vector; For the Laplace operator; The rock mass damping coefficient; For rock mass velocity; This is the blasting load (excitation term).

[0040] (3) Control equations for the seepage field (Darcy's law + continuity equation): In the formula: Rock mass permeability (coupled term, dynamically changing with the development of fractures caused by vibration); Pore ​​water pressure; The specific water storage coefficient; The rate of change of pore water pressure; The density of water; Elevation; Sources and sinks (such as water gushing from boreholes).

[0041] (4) Expression for the core coupling term: Vibration and seepage coupling (vibration changes permeability): in, Initial penetration rate, , n These are the fitting coefficients. This is the critical rate of sudden change in permeability; Seepage and stress coupling (water pressure changes effective stress): (Effective stress principle) in For the effective stress tensor, Unit tensor; Stress-vibration coupling (stress state affects vibration propagation): That is, the Lamé constant is dynamically adjusted with the effective stress.

[0042] The impact of quantitative coupling effects on surrounding rock stability, such as the risk coefficient of groundwater seepage exacerbating fault activation and the vibration amplification coefficient in stress concentration areas; The results of coupling effect assessments are incorporated into risk classification standards, such as the criterion that the probability of surrounding rock instability under multiple coupling effects is ≥30% in high-risk areas.

[0043] Example 6: This embodiment, based on the above embodiments, further defines the structure of the parameter design module, such as... Figure 5 As shown, it has a built-in benchmark parameter storage unit and a parameter optimization unit. The benchmark parameter storage unit is used to store the blasting parameters of the benchmark blasting scheme. The blasting parameters include the maximum charge per segment, borehole delay time, explosive type, charge structure, and borehole arrangement. The parameter optimization unit is used to optimize the benchmark blasting parameters in conjunction with the risk level information issued by the control center. The specific optimization logic is as follows: Optimization of maximum charge per segment: Introducing a geological influence coefficient f(G), based on the Sadovsky formula. v=K·(Q 1 / 3 / R) α ·f(G) The calculation optimization is performed, where v is the vibration velocity of the medium particles, Q is the explosive charge, R is the distance from the detonation center, K is the attenuation coefficient, and α is the attenuation exponent. Optimization of borehole delay time: Adopting a combination of micro-delay and segmented delay mode; Explosive type optimization: Select the appropriate type based on the integrity and stress level of the surrounding rock. Optimization of charge structure: Adjustments based on energy transfer efficiency and surrounding rock disturbance control requirements; Optimization of borehole arrangement: Avoid areas with geological defects and add buffer holes as needed.

[0044] The optimization results of the parameter optimization unit for blasting parameters at different risk levels are as follows: (1) High-risk area: The maximum charge per section is optimized to 5kg~10kg (f(G) is 1.5~2.0); the borehole delay time is optimized to 25ms~50ms between adjacent boreholes, and the delay between different risk zones is ≥200ms; the explosive type is low-velocity, low-power water gel explosive; the charge structure is optimized to decoupled charge (decoupling coefficient 1.5~2.0, air gap length is 1.2~1.5 times the length of the charge cartridge); the borehole arrangement is optimized to avoid fault fracture zones when arranging the main boreholes, and buffer holes are added in the defect area (the spacing is 0.6~0.8 times that of the conventional main boreholes). (2) Medium-risk area: The maximum charge per section is optimized to 10kg~20kg (f(G) is 1.2~1.5); the borehole delay time is optimized to 25ms~50ms between adjacent boreholes, and the delay in different risk zones is ≥200ms; the explosive type is selected as medium-low detonation velocity emulsion explosive; the charge structure is optimized to segmented uncoupled charge (the degree of coupling can be adjusted); the borehole arrangement is optimized to refer to the high-risk area, and the density of buffer holes is appropriately reduced; (3) Low-risk area: The maximum charge per section is optimized to 20kg~30kg (f(G) is 1.0); the borehole delay time is optimized to 25~50ms between adjacent boreholes, and the delay in different risk ranges is ≥200ms; high-power emulsion explosives are selected as the explosive type; the charge structure is optimized to continuous coupled charge; the borehole arrangement is the conventional main borehole arrangement, and no buffer holes need to be added.

[0045] Example 7: This embodiment further improves the process of optimizing blasting parameters based on the above embodiments, specifically including: The original single geological influence coefficient was optimized, specifically including: The multi-objective optimization function is set with minimizing blasting vibration velocity as the primary objective, while also taking into account secondary objectives such as blasting efficiency (borehole utilization rate ≥90%), engineering cost (explosive consumption reduced by 10%~15%), and the degree of damage to the surrounding rock (fracture development depth ≤0.5m). A hybrid genetic particle swarm optimization algorithm is used to globally optimize parameters such as maximum charge per segment, borehole delay time, charge structure parameters, and borehole spacing. The number of optimization variables is ≥5, and the convergence accuracy is improved to 10. -3 ; An optimized parameter database is constructed to automatically match the optimal parameter combination based on different geological conditions and risk levels, and supports online real-time correction of parameters.

[0046] In addition, personalized blasting parameter optimization features have been added for different types of geological defects, specifically including: For water-rich fault areas, a new parameter, "dynamic adaptation of water-gel explosive moisture content", is added to adjust the explosive moisture content according to the groundwater seepage flow (when the seepage flow is >5m³ / h, the moisture content is adjusted to 8%~10%). For hard rock fracture zones, new parameters for borehole depth and charge gradient distribution are added. The borehole depth is increased by 10% to 15% compared to the conventional area, and the charge gradually decreases from the center of the fracture zone to the edge (reduction rate ~). For areas adjacent to precision structures, a new micro-delay accuracy control parameter has been added to control the delay error within ±2ms, thus avoiding the superposition of vibrations.

[0047] Example 8: This embodiment, based on the above embodiments, further defines the structure of the vibration reduction arrangement module, such as... Figure 6 As shown, it has a built-in regional vibration reduction scheme generation unit and an execution unit. The regional vibration reduction scheme generation unit is used to generate a targeted preliminary vibration reduction scheme based on the risk level information issued by the control center and the blasting parameters optimized by the parameter design module. The execution unit is used to execute the vibration reduction arrangement and set the vibration threshold, specifically: (1) Vibration reduction schemes and implementation requirements for high-risk areas: A closed vibration damping trench is set up 3m to 5m outside the blasting area. The trench is deeper than 5m and ≥ 1.5 times the blasting influence depth, and 1.2m to 1.5m wide. The lower layer is filled with 30cm to 50cm of foamed concrete, and the upper layer is filled with crushed stone with a particle size of 20mm to 30cm. At least two layers of rubber mats are laid in the area adjacent to the structures. The upper layer is fixed with wire mesh and the edges are fixed with anchor bolts. Each layer of rubber mats is ≥10cm thick and the coverage area extends 1m to 2m beyond the edge of the blasting impact. After backfilling the fault fracture zone with waste residue in layers, cement-water glass double-liquid grouting is carried out. The compaction degree of the waste residue is ≥95%, and the integrity coefficient of the reinforced rock mass is ≥0.5. The vibration threshold is set to ≤8cm / s; (2) Vibration reduction plan and implementation requirements for medium-risk areas: A closed vibration damping trench is set up 3m to 5m outside the blasting area. The trench depth is greater than 3m and greater than or equal to 1.2 times the blasting influence depth, and the width is 1.0m to 1.2m. The trench is filled with 20mm to 50mm gravel. A layer of rubber mat is laid in the area adjacent to the structure. The upper layer is fixed with wire mesh and the edges are fixed with anchor bolts. The thickness of the rubber mat is ≥10cm and the coverage area extends 1m~2m beyond the edge of the blasting influence. For small-scale crushing zones, waste residue is directly backfilled and compacted, with a compaction degree ≥90%. The vibration threshold is set to ≤12cm / s; (3) Vibration reduction schemes and implementation requirements for low-risk areas: Simple vibration damping trenches are only set up at the boundary between the blasting area and the sensitive area. The trenches are ≥2m deep and ≥1.0m wide, and filled with plain soil or gravel. After the blasting, a small amount of waste residue was backfilled into the local rock fissures. The vibration threshold is set to ≤15cm / s.

[0048] Example 9: This embodiment further improves the vibration reduction scheme based on the above embodiments, including: A new technology combining pre-splitting blasting and directional stress relief is introduced. Pre-splitting holes (with a spacing of 0.5-0.6 times that of conventional blasting holes) are first constructed around the blasting area to form vibration isolation joints through pre-splitting blasting. At the same time, stress relief holes (with a diameter of 150-200 mm and a depth of 1.2 times that of the blasting influence depth) are constructed in the high-stress area to release rock mass stress and reduce vibration propagation efficiency. The original single vibration damping trench and rubber pad were replaced with a composite vibration damping structure. The vibration damping trench was filled with a three-layer structure of foam concrete, rubber particles and crushed stone (the lower layer of foam concrete is 30-50cm thick, the middle layer of rubber particles is 20-30cm thick, and the upper layer of crushed stone is 30-50cm thick) to improve vibration reduction efficiency. Numerical simulations were used to determine the parameter matching relationship between active and passive vibration reduction. For example, the ratio of the pre-cracked hole depth to the vibration reduction trench depth was controlled at 1.2-1.5 to ensure the dual attenuation of vibration waves at the vibration isolation joint and the vibration reduction trench.

[0049] In addition, incorporating 5% to 8% nano-montmorillonite particles into the rubber pad can improve the material's vibration damping performance, increase the damping ratio and aging resistance, and extend its service life. An adaptive energy dissipator is installed at the foundation of a nearby structure. Vibration displacement is monitored in real time by a displacement sensor, and the damping coefficient of the energy dissipator is automatically adjusted (adjustment range 0.1-0.5) to achieve real-time dissipation of vibration energy. Microbial grouting reinforcement is carried out on fault fracture zones. Calcium carbonate crystals are generated through microbial metabolism, which fill the fractures, improve the rock mass integrity coefficient, and enhance the vibration isolation performance of the rock mass.

[0050] Example 10: This embodiment, based on the above embodiments, further defines the structure of the monitoring feedback module, such as... Figure 7 As shown, it includes a monitoring point deployment unit, a parameter acquisition unit, a data transmission unit, and a correction triggering unit: The monitoring point deployment unit is used to deploy monitoring points according to the risk level information issued by the control center. In high-risk areas, one monitoring point is deployed every 5m to 10m, and in medium-risk and low-risk areas, one monitoring point is deployed every 15m to 20m. The parameter acquisition unit is used to acquire the vibration velocity and vibration frequency in the x, y, and z directions, with a sampling frequency ≥ 1000 Hz; The data transmission unit is used to transmit the collected vibration parameters to the control center in real time; The correction triggering unit is used to receive the threshold judgment result issued by the control center. If the vibration parameter exceeds the set threshold, a correction command is triggered and sent to the parameter design module and the vibration reduction arrangement module respectively. At the same time, the built-in cyclic statistics unit is used to statistically analyze the monitoring data after every 10 to 20 rounds of cyclic blasting operations, and to assist the parameter design module and the vibration reduction arrangement module in optimizing the scheme until mature blasting parameters and vibration reduction schemes that meet the threshold requirements are obtained.

[0051] Example 11: This embodiment further improves the monitoring process of blasting based on the above embodiment, as detailed below: Vibration sensors, stress sensors, displacement sensors and groundwater sensors are deployed at the monitoring points simultaneously to achieve synchronous monitoring of vibration, stress, displacement and seepage flow, and the sampling frequency is increased to 2000Hz. 5G communication technology is used to achieve real-time transmission of monitoring data (transmission latency ≤50ms), and edge computing nodes are used to perform real-time preprocessing of data (such as filtering, noise reduction, and outlier removal) to reduce data transmission volume and latency. By introducing GNSS positioning technology at key surface monitoring points, millimeter-level displacement monitoring can be achieved, forming a three-dimensional monitoring network with underground monitoring data.

[0052] In addition, the technology of multi-level early warning and automatic linkage control based on monitoring data is added, namely: Yellow alert (vibration velocity reaches 70%~80% of the threshold), orange alert (80%~90%), red alert (≥90%), different alert levels correspond to different response measures; When an orange or higher warning is triggered, the monitoring system automatically sends a signal to the control center, which immediately triggers a blasting operation suspension command and automatically generates parameter correction suggestions (such as reducing the single-stage charge by 10% to 20% and extending the delay time by 20% to 30%). Each time an early warning is triggered, the system automatically reviews the monitoring data and blasting parameters, corrects the prediction model parameters, and improves the accuracy of subsequent predictions.

[0053] Example 12: Based on the above embodiments, this embodiment provides an engineering example employing the technical content of the present invention, as detailed below: 1. Project Overview A 2800m long highway tunnel in a mountainous area traverses complex geological formations, including granite, sandstone, and multiple fault fracture zones. The section from K1+200 to K1+500 is adjacent to a village (the nearest structure is only 18m from the tunnel edge), necessitating strict control of blasting vibrations. Preliminary surveys identified three typical geological zones along the tunnel route. To verify the effectiveness of the vibration reduction method of this invention, the section from K1+100 to K1+600 of this tunnel was selected as a test section for implementing full-process vibration reduction control.

[0054] Specific construction process: (1) Geological exploration and risk level classification Ground-penetrating radar detection: A 50MHz and 100MHz dual-frequency antenna was used to lay survey lines along the tunnel face and both sidewalls. The scan revealed an obvious abnormal reflection zone in the section from K1+250 to K1+320, which was identified as a fault fracture zone. The fault extension length was measured to be 68m and the thickness to be about 7m. The reflected wave in the section from K1+400 to K1+460 was continuous in phase axis but the amplitude was weak, indicating a weakly weathered surrounding rock area. The reflected waves in the remaining sections were stable, indicating a complete granite area.

[0055] Borehole acoustic testing: Boreholes were laid out in each exploration area. After cleaning the boreholes, they were filled with coupling water. A single-transmitter dual-receiver transducer was used to test the acoustic wave velocity at 0.8m intervals. The acoustic wave velocity of the rock mass from K1+250 to K1+320 was 2200m / s, and the rock mass integrity coefficient was calculated to be 0.35. The acoustic wave velocity of the rock mass from K1+400 to K1+460 was 3500m / s, and the integrity coefficient was 0.52. The acoustic wave velocity of the intact granite area was 4800m / s, and the integrity coefficient was 0.78.

[0056] Advanced geological drilling: A casing drilling technique was employed, with a casing diameter of 127mm. In the fault fracture zone area, the casing was lowered to 4m above the unstable strata. The drilling speed was 1.0m / min in soft soil and 0.4m / min in hard rock, with a per-blow depth of 1.8m. The core recovery rate was 62% (meeting the requirement of ≥65% for fractured strata; this was achieved after two additional boreholes). Fault infill core samples were collected for indoor shear strength testing, yielding a shear strength of 0.22MPa. The uniaxial compressive strength test result for intact granite cores was 85MPa. Combined with core stress relief tests, the rock mass stress in the fault fracture zone area was measured at 52MPa (ratio to compressive strength 0.61), the rock mass stress in the weakly weathered area was 30MPa (ratio 0.35), and the rock mass stress in the intact area was 28MPa (ratio 0.33).

[0057] Quantitative criteria for classifying risk levels: High-risk area: K1+250~K1+320 section (fault thickness 7m≥5m, shear strength of infill material 0.22MPa<0.3MPa, rock mass stress 0.61 times compressive strength ≥0.6 times); Medium-risk area: K1+400~K1+460 section (rock mass integrity coefficient 0.52, in the range of weakly weathered surrounding rock of 0.4~0.6). Low-risk area: the remaining sections (rock mass integrity coefficient ≥ 0.6, no obvious faults, rock mass stress < 0.4 times compressive strength).

[0058] (2) Optimization and layout of blasting parameters Optimize blasting parameters based on each risk level: High-risk area (K1+250~K1+320): Geological influence coefficient f(G) is taken as 1.8, and the maximum charge amount per section is controlled at 8kg; the delay between adjacent blast holes is 35ms, and the delay at the junction with the medium-risk area is 200ms; low-explosion-velocity water gel explosive is selected; a decoupled charge structure is adopted, with a decoupling coefficient of 1.8 and an air gap length of 1.4 times the length of the charge cartridge; the main blast holes avoid the core area of ​​the fault fracture zone, and buffer holes are added in the defect area with a spacing of 0.7 times that of conventional main blast holes (the spacing between conventional main blast holes is 2.0m, and the spacing between buffer holes is 1.4m).

[0059] Medium-risk zone (K1+400~K1+460): f(G) is 1.3, maximum charge per section is 15kg; delay between adjacent boreholes is 40ms, and delay at the junction with high and low risk zones is 200ms; medium-low detonation velocity emulsion explosive is used; segmented decoupled charge structure is adopted; main boreholes are arranged with reference to high-risk zones, and the density of buffer holes is reduced (spacing 1.6m).

[0060] Low-risk zone: f(G) is 1.0, maximum charge per section is 25kg; delay between adjacent boreholes is 45ms; high-power emulsion explosive is used; continuous coupling charge is adopted; conventional main borehole arrangement (spacing 2.2m) is used, and no buffer holes are added.

[0061] Based on the optimized parameters, boreholes were laid out in each area, with a depth of 3.5m, and the contour lines were controlled using smooth blasting technology.

[0062] (3) Vibration reduction scheme formulation and layout Develop and implement targeted vibration reduction plans based on risk levels: High-risk area: A closed vibration damping trench is set 4m outside the tunnel, with a depth of 6m (blasting impact depth is 3.8m, 1.5 times is 5.7m, take 6m), a width of 1.4m, the lower layer is filled with 40cm foamed concrete, and the upper layer is filled with crushed stone with a particle size of 25~30cm; two layers of 12cm thick rubber pads are laid on the outside of the tunnel sidewalls near villages, fixed with wire mesh and anchor bolts, and the coverage extends 1.5m beyond the edge of the blasting impact; the fault fracture zone is backfilled with waste slag in layers (compaction degree 96%) and then reinforced with cement-water glass double liquid grouting, after which the rock mass integrity coefficient is increased to 0.52; the vibration threshold is set to ≤8cm / s.

[0063] Medium-risk area: A closed vibration damping trench is set 4m away from the outer edge of the tunnel, with a depth of 4m (the blasting impact depth is 3.2m, 1.2 times is 3.84m, so we take 4m) and a width of 1.1m, filled with 20~50mm gravel; a 12cm thick rubber pad is laid in the area adjacent to the structure, fixed in the same way as in the high-risk area, and the coverage extends 1.2m beyond the edge of the blasting impact; small fracture zones are backfilled and compacted with waste slag (compaction degree 92%); the vibration threshold is set to ≤12cm / s.

[0064] Low-risk area: Simple vibration damping trenches with a depth of 2.5m and a width of 1.0m are set only at the boundary of sensitive areas where the tunnel connects with the village, and filled with plain soil; waste slag is used to backfill the local surrounding rock fissures after blasting; the vibration threshold is set to ≤15cm / s.

[0065] (4) Monitoring feedback and parameter correction Monitoring points were deployed as follows: one monitoring point every 8 meters in high-risk areas, for a total of 9 points; one monitoring point every 18 meters in medium-risk areas, for a total of 4 points; and one monitoring point every 18 meters in low-risk areas, for a total of 6 points. Each monitoring point was equipped with x, y, and z-axis vibration sensors, with a sampling frequency of 1200Hz. A vibration reduction system was also activated, with the monitoring feedback module collecting data in real time and transmitting it to the control center.

[0066] Following the initial blasting, monitoring data showed that the maximum vibration velocity in the high-risk area was 9.2 cm / s, exceeding the set threshold (≤8 cm / s); the maximum vibration velocity in the medium-risk area was 10.5 cm / s, and in the low-risk area it was 8.8 cm / s, all within the threshold requirements. The control center generated parameter correction commands, adjusting the maximum charge per section in the high-risk area to 7 kg, extending the borehole delay time to 40 ms, and deepening the vibration damping trench to 6.5 m.

[0067] After corrections, a second round of blasting was conducted. Monitoring showed a maximum vibration velocity of 7.5 cm / s in the high-risk area, meeting the threshold requirements. Subsequent blasting cycles were performed every 15 rounds, and statistical analysis of the monitoring data confirmed no further exceedances of the threshold. Finally, the control center confirmed and stored the mature blasting parameters and vibration reduction scheme for use in subsequent tunnel construction on similar geological sections.

[0068] 3. Implementation Results This engineering example demonstrates how the vibration reduction method of this invention achieves precise control of blasting vibration in various risk areas: the vibration velocity in the high-risk area is stably controlled at 6.8~7.8 cm / s, in the medium-risk area at 8.5~11.2 cm / s, and in the low-risk area at 6.2~13.5 cm / s, all meeting the set threshold requirements; no cracks or damage were observed in the surrounding village structures; the stability of the tunnel surrounding rock was good after blasting; the over-excavation and under-excavation were controlled within 5%, reducing over-excavation and under-excavation by 22% compared to traditional blasting methods; explosive consumption was reduced by 14%; and the construction period was shortened by 12 days, verifying the practicality and effectiveness of this technical solution.

[0069] Although embodiments of the invention have been shown and described, those skilled in the art will understand that various changes, modifications, substitutions and alterations can be made to these embodiments without departing from the principles and spirit of the invention, the scope of which is defined by the claims and their equivalents.

Claims

1. A vibration reduction method for blasting surrounding rock under complex geological conditions, characterized in that, Includes the following steps: Step S1: Conduct a geological survey of the blasting area, obtain the geological parameters of the blasting area, and classify the risk level of the blasting area according to the geological parameters, in order to divide it into high-risk area, medium-risk area and low-risk area; Step S2: Optimize the blasting parameters of the baseline blasting scheme according to the risk level of the blasting area, and then carry out the blasting arrangement in the blasting area according to the optimized blasting scheme; Step S3: Based on the risk level of the blasting area and the optimized blasting parameters, formulate a preliminary vibration reduction plan, implement vibration reduction measures in the blasting area according to the plan, and set a vibration threshold that meets the requirements. Step S4: Set up monitoring points around the blasting area to collect vibration parameters and collect vibration parameters after blasting periodically; if the vibration parameters exceed the set vibration threshold, blasting parameters and vibration reduction scheme are corrected, and the points are rearranged according to the corrected blasting parameters and vibration reduction scheme. Blasting is continued, and the process of step S4 is repeated until the collected vibration parameters meet the set vibration threshold, so as to obtain mature blasting parameters and vibration reduction scheme.

2. The vibration reduction method for blasting surrounding rock under complex geological conditions according to claim 1, characterized in that, In step S1, geological exploration is carried out through three methods: ground-penetrating radar detection, borehole acoustic testing, and advanced geological drilling, in order to obtain the geological parameters of the blasting area. Among them, the ground-penetrating radar uses a detection antenna with a frequency of 25MHz-100MHz to scan along a preset survey line, analyze the amplitude and phase axis continuity of the radar reflected wave, identify the boundary of the geological anomaly area, and then determine the extension length or thickness of the fault. The borehole acoustic test uses a single-transmitter dual-receiver transducer to test each borehole point by point, exciting and receiving the tube wave signal propagating along the borehole wall, recording the acoustic wave velocity, and calculating the rock mass integrity coefficient based on the correspondence between acoustic wave velocity and rock mass integrity. Advanced geological drilling employs root-tube drilling technology. During drilling, indoor shear strength tests are conducted on core samples of fault filling material to directly determine the shear strength of the filling material. Indoor uniaxial compressive strength tests are conducted on complete core samples to determine the compressive strength of the rock. Combined with abnormal conditions such as borehole water inflow and collapse recorded during drilling, along with core stress relief tests or sonic logging data, the stress level of the rock mass is analyzed and determined, and its ratio to the compressive strength of the rock mass is calculated.

3. The vibration reduction method for blasting surrounding rock under complex geological conditions according to claim 2, characterized in that, In step S1, the risk level of the blasting area is mainly classified by quantitatively assessing the blasting vibration propagation risk and surrounding rock stability through geological parameters. The specific process is as follows: Step S11: Use the blasting vibration propagation amplification effect and the surrounding rock's resistance to disturbance as quantitative evaluation dimensions; Step S12: Match the collected geological parameters with the corresponding quantitative evaluation dimensions. Among them, the thickness or extension length of the fault and the shear strength of the filling material correspond to the quantitative evaluation of the amplification effect of blasting vibration propagation. The rock mass integrity coefficient, rock compressive strength, and rock mass stress level correspond to the quantitative evaluation of the surrounding rock's resistance to disturbance. Step S13: Based on the quantitative assessment results, classify the risk level of the blasting area: High-risk areas are assessed quantitatively based on the amplification effect of blasting vibration propagation: fault thickness ≥ 5m or extension length ≥ 50m, and shear strength of fault filling material < 0.3MPa; and based on the stability of surrounding rock against disturbance: rock mass stress ≥ 0.6 times rock mass compressive strength. Medium-risk areas are assessed quantitatively based on the amplification effect of blasting vibration: fault thickness 1m to 5m or extension length 10m to 50m; and based on the stability of surrounding rock against disturbance: weakly weathered surrounding rock with a rock mass integrity coefficient of 0.4 to 0.

6. In low-risk areas, the quantitative assessment of the propagation and amplification effect of blasting vibration is as follows: intact surrounding rock with a rock mass integrity coefficient ≥ 0.6, and no obvious faults or weak interlayers; the quantitative assessment of the surrounding rock's resistance to disturbance is as follows: rock mass stress < 0.4 times the rock mass compressive strength.

4. A vibration reduction method for blasting surrounding rock under complex geological conditions according to any one of claims 1 to 3, characterized in that, In step S2, the blasting parameters of the current benchmark blasting scheme include the maximum charge per segment, borehole delay time, explosive type, charge structure, and borehole arrangement. Among them, the maximum charge amount per segment incorporates a geological influence coefficient. f(G) optimization; The borehole delay time is optimized by a combination of differential delay and segmented delay modes; The type of explosive is optimized based on the integrity of the surrounding rock and the stress level of the surrounding rock. The charge structure is optimized based on energy transfer efficiency and to reduce surrounding rock disturbance. The arrangement of the boreholes is optimized by avoiding areas with geological defects and adding buffer holes.

5. The vibration reduction method for surrounding rock blasting under complex geological conditions according to claim 4, characterized in that, In step S2, the optimization of blasting parameters for each risk level blasting zone is as follows: (1) The optimization of blasting parameters in high-risk areas is as follows: The maximum charge per segment: f(G) Use a strength of 1.5~2.0, and control the dosage of the medicine to be 5kg~10kg; The borehole delay time is as follows: 25ms~50ms between adjacent boreholes, and ≥200ms between different risk ranges; The type of explosive is: low-detonation-velocity, low-power water-gel explosive; The charge structure is as follows: uncoupled charge, uncoupling coefficient 1.5~2.0, and air gap length 1.2~1.5 times the length of the charge roll; The arrangement of the blast holes is as follows: the main blast holes are arranged to avoid fault fracture zones, and buffer holes are added in defect areas, with a spacing of 0.6 to 0.8 times that of conventional main blast holes; (2) The optimization of blasting parameters in medium-risk areas is as follows: The maximum charge per segment: f(G) Use a strength of 1.2~1.5, and control the amount of medicine loaded to 10kg~20kg; The borehole delay time is as follows: 25ms~50ms between adjacent boreholes, and ≥200ms between different risk ranges; The type of explosive is: a medium-low detonation velocity emulsion explosive; The charge structure features segmented, decoupled charges with adjustable coupling levels. The arrangement of the boreholes is as follows: referring to the high-risk area, the density of the buffer holes is appropriately reduced; (3) The optimization of blasting parameters in low-risk areas is as follows: The maximum charge per segment: f(G) Take 1.0, and control the amount of medicine to be 20kg~30kg; The borehole delay time is as follows: 25~50ms for adjacent boreholes, and ≥200ms for different risk intervals; The type of explosive is: high-power emulsion explosive; The charge structure is a continuously coupled charge. The arrangement of the blast holes is as follows: conventional main blast hole arrangement, without the need to add buffer holes.

6. A vibration reduction method for blasting surrounding rock under complex geological conditions according to any one of claims 1 to 3, characterized in that, In step S3, the preliminary vibration reduction plan for the high-risk area is formulated as follows: Step S311: Set up a closed vibration damping trench 3m to 5m outside the blasting area. The depth of the vibration damping trench is greater than 5m and not less than 1.5 times the depth of the blasting influence. The width of the vibration damping trench is 1.2m to 1.5m. The lower layer of the vibration damping trench is filled with 30cm to 50cm of foamed concrete, and the upper layer is filled with crushed stone with a particle size of 20mm to 30cm. Step S312: Lay at least two layers of rubber mats in the area adjacent to the structure, and fix them on the top with wire mesh and at the edges with anchor bolts. The thickness of each layer of rubber mats shall not be less than 10cm, and the coverage area shall extend 1m to 2m beyond the edge of the blasting impact. Step S313: After the fault fracture zone is backfilled with waste slag in layers, cement and water glass are used for double-liquid grouting. The compaction degree of the backfilled waste slag is not less than 95%, which strengthens the integrity of the rock mass. The integrity coefficient of the strengthened rock mass is not less than 0.

5. Step S314: Set the vibration threshold for high-risk areas to ≤8cm / s.

7. A vibration reduction method for blasting surrounding rock under complex geological conditions according to any one of claims 1 to 3, characterized in that, In step S3, the preliminary vibration reduction plan for the medium-risk area is formulated as follows: Step S321: Set up a closed damping trench 3m to 5m outside the blasting area. The depth of the damping trench is greater than 3m and not less than 1.2 times the depth of the blasting influence. The width of the damping trench is 1.0m to 1.2m. The damping trench is filled with 20mm to 50mm gravel. Step S322: Lay a layer of rubber mat in the area adjacent to the structure, and fix it on the top with wire mesh and at the edge with anchor bolts. The thickness of each layer of rubber mat shall not be less than 10cm, and the coverage area shall exceed the edge of the blasting impact by 1m to 2m. Step S323: For small-scale crushing zones, waste residue is directly backfilled and compacted, with a compaction degree of not less than 90%. Step S324: Set the vibration threshold for the medium-risk zone to ≤12cm / s.

8. A vibration reduction method for blasting surrounding rock under complex geological conditions according to any one of claims 1 to 3, characterized in that, In step S3, the preliminary vibration reduction plan for the low-risk area is formulated as follows: Step S331: Set up simple vibration damping trenches only at the boundary between the blasting area and the sensitive area. The trenches should be at least 2m deep and 1.0m wide, and filled with plain soil or gravel. Step S332: After blasting, a small amount of waste residue is used to backfill the local rock fissures; Step S333: Set the vibration threshold for the low-risk zone to ≤15cm / s.

9. A vibration reduction method for blasting surrounding rock under complex geological conditions according to any one of claims 1 to 3, characterized in that, In step S4, a monitoring point is set up every 5m to 10m in the high-risk area, and every 15m to 20m in the medium-risk and low-risk areas. The monitoring parameters include the vibration velocity and vibration frequency in the x, y, and z directions, and the sampling frequency is not less than 1000Hz. After every 10 to 20 rounds of blasting operations, the monitoring data is statistically analyzed. If the data exceeds the threshold of the corresponding risk level, the analysis is performed, and the blasting parameters and vibration reduction scheme are optimized until the monitoring meets the threshold, thereby obtaining mature blasting parameters and vibration reduction scheme.

10. A vibration reduction system for blasting surrounding rock under complex geological conditions, characterized in that, The vibration reduction method for blasting surrounding rock under complex geological conditions as described in any one of claims 1 to 9 includes a control center, a geological exploration module, a parameter design module, a vibration reduction layout module, and a monitoring feedback module. Each module is connected to the control center to collaboratively achieve vibration reduction control throughout the entire blasting process. The geological survey module performs geological surveys of the blasting area, obtains geological parameters of the blasting area, and transmits them to the control center; The control center receives geological parameters transmitted by the geological exploration module, completes the risk level classification of the blasting area, and sends the risk level information to the parameter design module and the vibration reduction layout module respectively. The control center determines whether the vibration parameters exceed the vibration threshold set by the vibration reduction layout module. If they do, it generates parameter correction instructions and vibration reduction scheme correction instructions, and sends them to the parameter design module and the vibration reduction layout module respectively. After the two modules complete the correction, the control center coordinates the on-site execution terminal to rearrange and continue blasting. The parameter design module is used to optimize the blasting parameters of the benchmark blasting scheme based on the risk level information issued by the control center, generate the optimized blasting scheme and transmit it to the control center, which then issues it to the field execution terminal to complete the blasting arrangement. The vibration reduction arrangement module is used to formulate a preliminary vibration reduction plan and implement the vibration reduction arrangement based on the risk level information issued by the control center and the blasting parameters optimized by the parameter design module. At the same time, it sets the required vibration threshold and feeds it back to the control center. The monitoring feedback module is used to set up monitoring points around the blasting area, periodically collect vibration parameters after blasting and transmit them to the control center; the monitoring feedback module continuously collects vibration parameters until the parameters meet the set threshold, and the control center confirms the mature blasting parameters and vibration reduction scheme and stores them.

Images