A method and system for determining different blasting process parameters in blasting tunneling

Abstract

The present invention belongs to the technical field of underground blasting and discloses a method and system for determining different blasting process parameters in blasting excavation. The method conducts dynamic and static mechanical tests, explosiveness classification, and blasting funnel tests on jointed rock masses to determine the influence of hole spacing and delay time parameters on the blasting funnel volume and depth assessment; slot hole blasting experiments and peripheral smooth blasting are conducted on jointed rock masses, and combined with the results of dynamic and static mechanical tests, explosiveness classification, and blasting funnel tests on jointed rock masses, the charge amount, decoupling coefficient, hole spacing parameters, and delay time in smooth blasting of jointed rock masses are determined through numerical simulation; based on the obtained charge amount, decoupling coefficient, hole spacing parameters, and delay time in smooth blasting of jointed rock masses, tunnel footage and tunnel boundary construction operations are performed in tunnel excavation of jointed rock masses. The present invention can improve the efficiency of goaf recovery, maximize resource utilization, and improve economic benefits.

Description

Technical Field

[0001] The present invention belongs to the technical field of underground blasting, and in particular relates to a method and system for determining different blasting process parameters in blasting excavation. Background Art

[0002] Domestic and international scholars have developed a comprehensive scientific framework for underground blasting technology, conducting in-depth research on everything from rock property testing to the design of various blasting parameters, and have achieved considerable results. Regarding rock mechanics parameter calibration, Peng Jianyu investigated the formation of blasting funnels in rocks under static stress. He conducted experimental and numerical simulation studies on the fracture behavior of sandstone subjected to Hopkinson bar impact loading under static stress, as well as the blasting crushing behavior of cement mortar specimens under static stress. He investigated the phenomena and patterns of dynamic fracture in rocks under static stress, revealing the failure mechanism of rocks under dynamic and static loads. Regarding blasting funnels, Wang Peng et al. used ANSYS / LS-DYNA nonlinear three-dimensional dynamic finite element software to numerically simulate the stress distribution and propagation mechanism in rocks subjected to multi-hole, simultaneous blasting. They obtained stress distribution contours at different times and stress-time history curves for typical elements. Based on the results, they analyzed the stress wave propagation patterns and the formation process of blasting funnels, and explored the factors influencing blasting funnel formation. In terms of rock explosiveness classification, Xue Jianguang and others established an attribute identification model for the classification and discrimination of rock explosiveness in engineering blasting; they selected rock density, tensile strength, impact dynamic load strength and rock integrity coefficient as discrimination indicators for attribute identification, effectively solving the problem of judging the difficulty of rock explosiveness.

[0003] Regarding the calculation of specific blasting parameters, Wang Zhaoyang et al., targeting the issue of slot blasting in tunnel excavation, used statistical methods to analyze the variation of blasting parameters under two rock tunnel characteristic parameters: the Proctor coefficient and cross-sectional area. By constructing a database of blasting tunneling cases, they studied the objective laws of slot blasting in rock tunnels. The results show that as the Proctor coefficient increases, the ultimate compressive strength of the rock increases. To ensure blasting effectiveness, the blasthole length and explosive consumption per unit are appropriately increased, while the single-cycle footage is slightly increased. However, the high stress in the rock itself causes the clamping effect, which reduces the utilization rate of the blasthole. Empty holes are usually set to provide new free surfaces for slot blasting. Stress wave reflection and stretching increase the damage area of the rock mass near the free surface, making straight-hole slot blasting more suitable for hard rock tunnels.

[0004] To address issues such as the rate of large lumps in fan-shaped hole blasting, Ma Xinmin et al. optimized the fragmentation distribution of fan-shaped medium- to deep-hole blasting by using linear fitting to develop a blasting fragmentation distribution prediction model and calculated the fractal dimension of the corresponding blast pile. The experimental results show that micro-difference blasting is beneficial for controlling the large lumps rate, and that staggered charging at the fan-shaped hole mouth is beneficial for reducing the fine ore rate in medium- to deep-hole blasting. Numerical simulation results show that when the effective peak stress at the bottom of the hole is less than the effective peak stress in the middle and less than the effective peak stress at the hole mouth, large lumps are more likely to form at the bottom of the hole and fine ore at the hole mouth. By adjusting the appropriate inter-hole delay time for medium- to deep-hole blasting and the charging structure at the fan-shaped hole mouth, the fragmentation distribution of medium- to deep-hole blasting can be effectively controlled, which is beneficial for improving production efficiency.

[0005] To optimize the blasting results of the VCR mining method, Wang Chen et al. conducted on-site blasting funnel experiments during VCR mining to determine the blasting parameters for spherical charges. Through blasting funnel experiments with a series of 40 mm diameter blastholes and theoretical analysis of the experimental data, they determined funnel blasting parameters such as the critical burial depth and strain energy coefficient for 40 mm blastholes. Finally, based on similarity theory, they calculated blasting parameters such as the critical burial depth, strain energy coefficient, and optimal burial depth for large-diameter spherical charges using the VCR method, providing a basis for designing the hole pattern parameters for VCR test blocks. Li Qiyue et al. proposed factors to consider when selecting a single-shot well formation mode, analyzed the technical challenges of single-shot well formation using deep-hole blasting, and proposed corresponding solutions.

[0006] To address the issue of pillar mining in goafs, Zhang Chenjie and his colleagues developed a pillar mining sequence based on the distribution characteristics of the pillars, established a chamber pillar mining model, and conducted numerical simulation analysis of the pillar mining process. The simulation results showed that after chamber excavation, the displacement contours exhibited an arched distribution, with the maximum displacement located in the goaf roof area. The displacement of the pillars did not change much before and after mining. After chamber mining, local areas of the goaf roof exhibited arched tensile stress zones, with the range and tensile stress values increasing the closer to the goaf. Furthermore, arched through-zones with shear strain increments appeared in the goaf roof, and the arched through-zones were relatively large after pillar mining. This suggests that permanent pillars may experience shear deformation and even damage, providing data support for the rational arrangement of goaf construction techniques.

[0007] To determine the relevant parameters for goaf filling, Wang Sheguang et al. believe that rationally determining the fill strength is crucial for ensuring safe, efficient, and cost-effective mining. For a mine employing post-filling, they used FLAC3D to numerically simulate and analyze the fill strength using 12 different combinations of chamber widths and heights. They concluded that the height of the exposed stope significantly influences fill stability and is the dominant factor in determining fill strength, while stope width and length have less influence.

[0008] As an effective means of quickly breaking rock, blasting is widely used across various sectors of national economic production. While blasting technology brings significant economic benefits, it also presents corresponding safety issues. The proper setting of blasting parameters is crucial for blasting effectiveness. Before blasting begins, operators must assess the blasting range, the size of the resulting fragments, and the changes in the free surface during the blasting operation.

[0009] Through the above analysis, the problems and defects of the existing technology are: the determination of different blasting process parameters in the existing technology of blasting excavation is subjective, resulting in low explosive energy utilization and work efficiency, and poor blasting safety effect. Summary of the Invention

[0010] In order to overcome the problems existing in the related art, the disclosed embodiments of the present invention provide a method and system for determining different blasting process parameters in blasting tunneling.

[0011] The technical solution is as follows: A method for determining different blasting process parameters during blasting excavation includes:

[0012] S1, conduct dynamic and static tests on jointed rock mass, explosiveness classification and blasting funnel tests to determine the effects of hole spacing and delay time parameters on blasting funnel volume and depth assessment;

[0013] S2, slot hole blasting experiments and peripheral smooth blasting were carried out on the jointed rock mass. Combined with the results of dynamic and static mechanics tests, blastability classification, and blasting funnel tests on the jointed rock mass, the charge amount, uncoupling coefficient, hole spacing parameters, and delay time in smooth blasting of the jointed rock mass were determined through numerical simulation;

[0014] S3, based on the obtained charge amount, uncoupling coefficient, hole spacing parameters and delay time in the smooth blasting of the jointed rock mass, the tunnel footage and tunnel boundary construction operations in the jointed rock mass tunneling are carried out.

[0015] In step S1, static tensile and compressive strength mechanical parameters of the jointed rock mass are obtained through static mechanics testing of the jointed rock mass, and acoustic wave testing is performed to obtain wave velocity parameters;

[0016] Dynamic mechanical tests on rock masses with developed joints include: dynamic mechanical properties tests on ore rocks to obtain dynamic crushing energy consumption curves of ore rocks, and clarify the influence of the degree of joint development on rock crushing size and energy consumption; dynamic mechanical properties tests on rock masses with confining pressure to obtain stress changes and deformation characteristics of rock masses in the dynamic destruction process under ground stress conditions, and deformation characteristics and time curves of rock masses under confining pressure during dynamic excavation, to clarify the influence of dynamic changes in confining pressure on the mechanical properties of rock masses with developed joints.

[0017] In step S2, the calculation of charge quantity in smooth blasting of rock mass with developed joints includes:

[0018] The peak blasting force of the blasting load is described as:

[0019]

[0020] Where, E max is the peak value of blasting load, H is the proportional distance of the smooth surface of the rock mass with developed joints, H=S * / T 1 / 3 , S * is the distance from the detonation center to the load action surface, and T is the amount of explosives.

[0021] In step S2, the uncoupling coefficient simulation in smooth blasting of rock mass with developed joints includes:

[0022] A boundary segment-boundary segment link network model with the same blasting process parameters, node number, smoothness and total number of boundary segments is constructed, and the self-balancing probability theory is used to establish a theoretical analysis framework for the boundary segment-boundary segment link network model. Based on the constructed theoretical analysis framework, the uncoupled phase transition behavior and uncoupling threshold of the boundary segment-boundary segment link network model in the face of random failure are analyzed.

[0023] Furthermore, a boundary segment-boundary segment link network model with the same blasting process parameter node number, smoothness, and the same total number of boundary segments is constructed, including:

[0024] (1) Construct two networks A and B with the same blasting process parameters, number of nodes, smoothness, and total number of boundary segments;

[0025] (2) A boundary segment is randomly selected from network A and a boundary segment in network B is established to establish a dependency relationship. All boundary segments of network A are traversed until a one-to-one dependency relationship is established between all boundary segments of network A and network B, thus obtaining a boundary segment-boundary segment link network model.

[0026] Furthermore, the theoretical analysis framework of the boundary segment-boundary segment link network model includes:

[0027] (1) Calculate parameters x and y:

[0028]

[0029] Where x is the boundary abscissa parameter value, y is the boundary ordinate parameter value, k is the node degree, and k′ is the theoretical value of the node degree. <k A > is the node degree set of network A, <k B > is the node degree set of network B, p is the proportion of boundary segments retained in the network, P A (k) and PB (k′) represents the degree distribution function of network A and network B respectively;

[0030] (2) Using the calculated x and y values, calculate The expression is:

[0031]

[0032] Where, is the probability of randomly selecting a node in the A network to be in the maximum link area, is the probability of randomly selecting a node in the B network to be in the maximum link area;

[0033] (3) Based on the obtained maximum link area graph The relationship between p and p is calculated by combining the following formula c ;

[0034]

[0035] Where p c is the uncoupling critical threshold of phase transition, F1() is the maximum link area in network A and p’s dependency function, F2( ) is the maximum link region graph in the B network and the dependency function of p;

[0036] A theoretical analysis framework for the uncoupled phase transition behavior of a network of link segments constituting a boundary.

[0037] In step S2, the hole spacing parameters for smooth blasting of rock mass with developed joints include:

[0038] According to the hole spacing in smooth blasting of rock mass with developed joints, the intra-pulse ultrasonic frequency shift of multi-subarray synthetic aperture sonar is added in the column-by-column calculation. The addition of the intra-pulse ultrasonic frequency shift is based on the phase multiplication processing in the two-dimensional frequency domain to correct the additional distance deviation caused by the intra-pulse ultrasonic frequency shift.

[0039] Furthermore, the expression for the phase multiplication process in the two-dimensional frequency domain is as follows:

[0040]

[0041] Where G( ) is the phase multiplication processing function, j is the intrapulse ultrasonic frequency shift coefficient, e r is the distance frequency, e a is the azimuth frequency, D r is the frequency modulation slope of the transmitted signal;

[0042] The addition of the intra-pulse ultrasonic frequency shift is performed by interpolation processing of the aperture range ultrasonic domain and combined with the range deviation correction interpolation processing in the range-ultrasound domain, thereby achieving additional range deviation correction;

[0043] The interpolation process of the ultrasonic range domain requires correction of the additional hole distance deviation, which is expressed as:

[0044]

[0045] Where, O a ( ) is the additional hole distance deviation correction function, and c is the ultrasonic velocity in the pulse.

[0046] In step S2, the delay time in smooth blasting of rock mass with developed joints is determined according to the actual environment.

[0047] Another object of the present invention is to provide a system for determining different blasting process parameters in blasting tunneling, the system implementing the method for determining different blasting process parameters in blasting tunneling, the system comprising:

[0048] Mechanical experiment, explosiveness classification and blasting funnel test module, used to conduct dynamic and static mechanical tests, explosiveness classification and blasting funnel tests on jointed rock mass, and determine the influence of hole spacing and delay time parameters on blasting funnel volume and depth assessment;

[0049] The module for determining parameters for smooth blasting in jointed rock mass is used to conduct slot blasting experiments and peripheral smooth blasting on jointed rock mass. Combining the results of dynamic and static mechanics tests, blastability classification, and blasting funnel tests on jointed rock mass, the module uses numerical simulation to determine the charge amount, uncoupling coefficient, hole spacing parameters, and delay time for smooth blasting in jointed rock mass.

[0050] The construction operation module is used to perform tunnel advancement and tunnel boundary construction operations in tunnel excavation of jointed rock mass based on the acquired charge amount, uncoupling coefficient, hole spacing parameters, and delay time in smooth blasting of jointed rock mass.

[0051] Combining all of the above technical solutions, the present invention has the following beneficial effects: conducting relevant mechanical tests on rocks in different areas of underground mines, determining basic mechanical parameters, and performing explosiveness classification can provide scientific and effective data support for subsequent blasting parameter design, thereby improving explosive energy utilization and optimizing blasting effects. Optimizing tunneling blasting parameters can effectively increase tunneling blasting cycle footage, smooth blasting semi-porosity, preserve rock mass integrity and tunnel flatness, and greatly improve the safety of well drilling operations. It can also improve goaf recovery efficiency, maximize resource utilization, and enhance economic benefits. BRIEF DESCRIPTION OF THE DRAWINGS

[0052] The accompanying drawings, which are incorporated in and constitute a part of this specification, illustrate embodiments consistent with the present disclosure and, together with the description, serve to explain the principles of the present disclosure;

[0053] Figure 1 This is a flow chart of a method for determining different blasting process parameters in blasting tunneling provided by an embodiment of the present invention. DETAILED DESCRIPTION

[0054] To make the above-mentioned objects, features, and advantages of the present invention more readily apparent, specific embodiments of the present invention are described in detail below with reference to the accompanying drawings. The following description sets forth numerous specific details to facilitate a full understanding of the present invention. However, the present invention can be implemented in many other ways than those described herein, and those skilled in the art may make similar modifications without departing from the scope of the present invention. Therefore, the present invention is not limited to the specific embodiments disclosed below.

[0055] Example 1, as Figure 1 As shown, the method for determining different blasting process parameters in blasting excavation provided by the embodiment of the present invention includes:

[0056] S1, conduct dynamic and static tests on jointed rock mass, explosiveness classification and blasting funnel tests to determine the effects of hole spacing and delay time parameters on blasting funnel volume and depth assessment;

[0057] S2, slot hole blasting experiments and peripheral smooth blasting were carried out on the jointed rock mass. Combined with the results of dynamic and static mechanics tests, blastability classification, and blasting funnel tests on the jointed rock mass, the charge amount, uncoupling coefficient, hole spacing parameters, and delay time in smooth blasting of the jointed rock mass were determined through numerical simulation;

[0058] S3, based on the obtained charge amount, uncoupling coefficient, hole spacing parameters and delay time in the smooth blasting of the jointed rock mass, the tunnel footage and tunnel boundary construction operations in the jointed rock mass tunneling are carried out.

[0059] For example, in step S1, static tensile and compressive strength mechanical parameters of the jointed rock mass are obtained by static mechanics testing of the jointed rock mass, and acoustic wave testing is performed to obtain its wave velocity parameters;

[0060] Dynamic mechanical tests on rock masses with developed joints include: dynamic mechanical properties tests on ore rocks to obtain dynamic crushing energy consumption curves of ore rocks, and to clarify the influence of the degree of joint development on rock crushing size and energy consumption;

[0061] And conduct dynamic mechanical properties tests on rock mass with confining pressure to obtain stress changes and deformation characteristics of rock mass during dynamic failure under ground stress conditions, and obtain deformation characteristics and time curves of rock mass under confining pressure during dynamic excavation, to clarify the influence of dynamic changes in confining pressure on the mechanical properties of rock mass with developed joints;

[0062] The blastability classification includes: organizing and analyzing rock compressive strength, bulk density, rock integrity and engineering geological parameters, establishing a weight model using mathematical analysis software, determining the key parameters affecting rock blastability, and establishing a blastability classification standard for jointed rock mass based on the actual situation at the mine site;

[0063] The bursting funnel test includes:

[0064] Design blasting funnel test based on the dynamic mechanical properties of ore rock to determine the optimal unit consumption of different types of surrounding rock and ore rock and the influence of different joint development degrees on rock fragmentation and fragment throwing;

[0065] Based on the results of single-hole blasting funnel test, a multi-hole blasting funnel test was designed, and a multi-hole slot blasting test was carried out to determine the influence of hole spacing and delay time parameters on the assessment of blasting funnel volume and depth.

[0066] In step S2, the formula for calculating the charge amount in smooth blasting of rock mass with developed joints includes:

[0067] The peak blasting force of the blasting load is described as:

[0068]

[0069] Where, E max is the peak value of blasting load, H is the proportional distance of the smooth surface of the rock mass with developed joints, H=S * / T 1 / 3 , S * is the distance from the detonation center to the load application surface, and T is the explosive charge. When all sections are detonated together, this is the total explosive charge; when they are detonated separately, this is the maximum explosive charge for each section.

[0070] For example, in step S2, the uncoupling coefficient simulation in smooth blasting of a rock mass with developed joints includes:

[0071] Constructing a boundary segment-boundary segment link network model with the same blasting process parameters, node number, smoothness, and total number of boundary segments; and establishing a theoretical analysis framework for the boundary segment-boundary segment link network model using self-balancing probability theory;

[0072] Based on the constructed theoretical analysis framework, the uncoupled phase transition behavior and uncoupling threshold of other boundary segment-boundary segment link network models facing random failure are analyzed.

[0073] The constructing of the boundary segment-boundary segment link network model includes:

[0074] (1) Construct two networks A and B with the same blasting process parameters, number of nodes, smoothness, and total number of boundary segments;

[0075] (2) A boundary segment is randomly selected from network A and a boundary segment in network B is established to establish a dependency relationship. All boundary segments of network A are traversed until a one-to-one dependency relationship is established between all boundary segments of network A and network B, thus obtaining a boundary segment-boundary segment link network model.

[0076] The theoretical analysis framework of the boundary segment-boundary segment link network model includes:

[0077] (1) Calculate parameters x and y:

[0078]

[0079] Where x is the boundary abscissa parameter value, y is the boundary ordinate parameter value, k is the node degree, and k′ is the theoretical value of the node degree. <k A > is the node degree set of network A, <k B > is the node degree set of network B, p is the proportion of boundary segments retained in the network, P A (k) and P B (k′) represents the degree distribution function of network A and network B respectively;

[0080] (2) Using the calculated x and y values, calculate The expression is:

[0081]

[0082] Where, is the probability of randomly selecting a node in the A network to be in the maximum link area, is the probability of randomly selecting a node in the B network to be in the maximum link area;

[0083] (3) Based on the obtained maximum link area graph The relationship between p and p is calculated by combining the following formula c ;

[0084]

[0085] Where p c is the uncoupling critical threshold of phase transition, F1() is the maximum link area in network A and p’s dependency function, F2( ) is the maximum link region graph in the B network and the dependency function of p;

[0086] A theoretical analysis framework for the uncoupled phase transition behavior of a network of link segments constituting a boundary.

[0087] In step S2, the hole spacing parameters for smooth blasting of rock mass with developed joints include:

[0088] Adding the intra-pulse ultrasonic frequency shift of multi-subarray synthetic aperture sonar to the row-by-row calculation of hole spacing in smooth blasting of rock mass with developed joints;

[0089] The addition of the intra-pulse ultrasonic frequency shift is based on a phase multiplication process in a two-dimensional frequency domain, and corrects the additional distance deviation caused by the intra-pulse ultrasonic frequency shift.

[0090] The expression of the phase multiplication process in the two-dimensional frequency domain is as follows:

[0091]

[0092] Where G( ) is the phase multiplication processing function, j is the intrapulse ultrasonic frequency shift coefficient, e r is the distance frequency, e a is the azimuth frequency, D r is the frequency modulation slope of the transmitted signal;

[0093] The addition of the intra-pulse ultrasonic frequency shift is performed by interpolation processing of the aperture range ultrasonic domain and combined with the range deviation correction interpolation processing in the range-ultrasound domain, thereby achieving additional range deviation correction;

[0094] The interpolation process of the ultrasonic range domain requires correction of the additional hole distance deviation, which is expressed as:

[0095]

[0096] Where, O a ( ) is the additional hole distance deviation correction function, and c is the ultrasonic velocity in the pulse.

[0097] For example, in step S2, the delay time parameter in the smooth blasting of the rock mass with developed joints is determined according to the actual environment.

[0098] The system for determining different blasting process parameters in blasting excavation provided by an embodiment of the present invention includes:

[0099] Mechanical experiment, explosiveness classification and blasting funnel test module, used to conduct dynamic and static mechanical tests, explosiveness classification and blasting funnel tests on jointed rock mass, and determine the influence of hole spacing and delay time parameters on blasting funnel volume and depth assessment;

[0100] The module for determining parameters for smooth blasting in jointed rock mass is used to conduct slot blasting experiments and peripheral smooth blasting on jointed rock mass. Combining the results of dynamic and static mechanics tests, blastability classification, and blasting funnel tests on jointed rock mass, the module uses numerical simulation to determine the charge amount, uncoupling coefficient, hole spacing parameters, and delay time for smooth blasting in jointed rock mass.

[0101] The construction operation module is used to perform tunnel advancement and tunnel boundary construction operations in tunnel excavation of jointed rock mass based on the acquired charge amount, uncoupling coefficient, hole spacing parameters, and delay time in smooth blasting of jointed rock mass.

[0102] Example 2: To further describe the technical features of the present invention, the present invention adopts the following technical solutions.

[0103] (1) Static test and explosiveness classification of lithium ore rock mass.

[0104] (1.1) Static tests and acoustic tests.

[0105] Static mechanical tests are conducted on rocks with different lithologies and different degrees of joint development to obtain their mechanical parameters such as static tensile and compressive strength. Acoustic wave tests are also conducted to obtain basic parameters such as wave velocity, thereby providing data support for subsequent tests.

[0106] (1.2) Dynamic mechanical properties test of rock mass.

[0107] a. Conduct dynamic mechanical property tests on ore rocks. Use the SHPB dynamic impact test device to perform dynamic compression and dynamic tensile tests to obtain the dynamic crushing energy consumption curve of ore rocks and clarify the influence of the degree of ore rock joint development on rock crushing size and energy consumption.

[0108] b. Conduct dynamic mechanical performance tests on rock mass under confining pressure, carry out dynamic mechanical tests under uniaxial and triaxial confining pressure, obtain the stress changes and deformation characteristics of rock mass during dynamic destruction under geostress conditions, obtain the deformation characteristics and time curve of rock mass during dynamic excavation under confining pressure, and clarify the influence of dynamic changes in confining pressure on the mechanical properties of lithium ore rock.

[0109] (1.3) Explosibility classification.

[0110] By organizing and analyzing numerous parameters such as rock compressive strength, bulk density, rock integrity, and engineering geological parameters, and establishing a weight model using mathematical analysis software, the key parameters affecting rock blastability are determined. Based on the actual conditions at the mine site, a concise and effective lithium ore blastability classification standard is established, providing a standardized reference and system design basis for subsequent blasting parameter design.

[0111] (2) Blasting funnel test.

[0112] (2.1) Design a blasting funnel test based on the dynamic mechanical properties of the ore rock to determine the optimal unit consumption of different types of surrounding rock and ore rock, and the influence of different joint development levels on the degree of rock fragmentation and fragment throwing.

[0113] (2.2) Based on the results of the single-hole blasting funnel test, a multi-hole blasting funnel test was designed and a multi-hole slot blasting test was conducted to determine the influence of parameters such as hole spacing and delay time on important evaluation parameters such as the blasting funnel volume and depth.

[0114] (3) Optimization of slot hole blasting parameters.

[0115] (3.1) Research on optimization of slot blasting parameters for rock mass with developed joints. Slot blasting tests are conducted on rock mass with developed joints during tunnel excavation. Through numerical simulation and field tests, important parameters such as reasonable charge amount, uncoupling coefficient, number of empty holes, hole spacing, and delay time in slot blasting for rock mass with developed joints are determined to improve slotting quality and provide sufficient additional space for subsequent blasting.

[0116] (3.2) Research on optimization of slot blasting parameters for lithium ore viscous rock mass. To address the problems of high bulk rate and low rock fragmentation during blasting of lithium ore rock during tunnel excavation construction, slot blasting tests were conducted. Through numerical simulation and field tests, important parameters such as reasonable charge amount, number of empty holes, hole spacing, and delay time in slot blasting of viscous rock mass were determined to improve slot quality and provide sufficient additional space for subsequent blasting.

[0117] (4) Optimization of peripheral smooth blasting parameters.

[0118] (4.1) Research on optimization of smooth blasting parameters around jointed rock masses. Smooth blasting tests are conducted on jointed rock masses during tunnel excavation. Through numerical simulation and field tests, important parameters such as reasonable charge dosage, uncoupling coefficient, hole spacing, and delay time in smooth blasting of jointed rock masses are determined to improve the half-hole rate and footage length, ensure the integrity of the tunnel surrounding rock, and improve the safety and stability of the surrounding rock.

[0119] (4.2) Research on optimization of smooth blasting parameters around lithium ore viscous rock. In order to solve the problems of low explosiveness and low rock fragmentation during the blasting process of lithium ore rock in tunnel excavation construction, smooth blasting tests were carried out. Through numerical simulation calculations and field tests, important parameters such as reasonable charge amount, uncoupling coefficient, hole spacing, and delay time in smooth blasting of viscous rock were determined to improve the semi-porosity and footage length, ensure the integrity of the tunnel surrounding rock, and improve the safety and stability of the surrounding rock.

[0120] (5) Research on full-section blasting design for tunnel excavation blasting.

[0121] (5.1) Research on optimization of blasting parameters for tunneling in rock mass with developed joints. Combined with blasting funnel tests and slotting and smooth blasting tests, a reasonable tunneling blasting network design is formulated. Through numerical simulation and field tests, the optimal combination of parameters such as charge quantity, hole spacing, delay time, and decoupling coefficient is selected to ensure that important indicators such as tunnel advance and tunnel boundary during tunneling in rock mass with developed joints meet relevant design requirements.

[0122] (5.2) Research on optimization of blasting parameters for lithium mine viscous rock tunnel excavation. Combined with blasting funnel tests and slotting and smooth blasting tests, a reasonable tunnel excavation blasting network design is formulated. Through numerical simulation and field tests, the optimal combination of parameters such as charge quantity, hole spacing, delay time, and uncoupling coefficient is selected to ensure that important indicators such as tunnel advance and tunnel boundary during the construction of lithium mine viscous rock tunnel excavation meet the relevant design requirements.

[0123] Numerical simulations were performed using LS-DYNAN software and the ALE algorithm within the ANSYS WORKBENCH platform. The ALE algorithm combines the advantages of the Lagrangian and Euler methods and is primarily used to solve fluid-solid coupling problems. The governing equations for the ALE algorithm are given by the following conservation equations: mass conservation equation, momentum conservation equation, and energy conservation equation.

[0124] In summary, the present invention determines the blastability classification of different mineral rocks and clarifies the blasting parameter indicators such as unit consumption during different blasting operations;

[0125] The relevant parameter indicators of blasting construction techniques such as slot blasting, smooth blasting, and medium-deep hole blasting are clarified to provide relevant data for mine blasting construction.

[0126] The above description is only a preferred specific implementation method of the present invention, but the scope of protection of the present invention is not limited thereto. Any modifications, equivalent substitutions and improvements made by any technician familiar with this technical field within the technical scope disclosed by the present invention and within the spirit and principles of the present invention should be covered by the scope of protection of the present invention.

Claims

1. A method for determining different blasting process parameters in blasting excavation, characterized in that: The method includes: S1, conduct dynamic and static tests on jointed rock mass, explosiveness classification and blasting funnel tests to determine the effects of hole spacing and delay time parameters on blasting funnel volume and depth assessment; S2, slot hole blasting experiments and peripheral smooth blasting were carried out on the jointed rock mass. Combined with the results of dynamic and static mechanics tests, blastability classification, and blasting funnel tests on the jointed rock mass, the charge amount, uncoupling coefficient, hole spacing parameters, and delay time in smooth blasting of the jointed rock mass were determined through numerical simulation; S3, based on the obtained charge amount, uncoupling coefficient, hole spacing parameters, and delay time in smooth blasting of jointed rock mass, conduct tunneling footage and tunnel boundary construction operations in tunneling of jointed rock mass; In step S2, the calculation of charge quantity in smooth blasting of rock mass with developed joints includes: The peak blasting force of the blasting load is described as: ； Where, is the peak blasting force of the blasting load, is the proportional distance of the smooth surface of the rock mass with developed joints, , is the distance from the detonation center to the load acting surface, is the amount of explosives; In step S2, the uncoupling coefficient simulation in smooth blasting of rock mass with developed joints includes: A boundary segment-boundary segment link network model with the same blasting process parameters, node number, smoothness, and total number of boundary segments was constructed, and a theoretical analysis framework for the boundary segment-boundary segment link network model was established using self-equilibrium probability theory. Based on the constructed theoretical analysis framework, the uncoupled phase transition behavior and uncoupling threshold of the boundary segment-boundary segment link network model under random failure were analyzed. Construct a boundary segment-boundary segment link network model with the same blasting process parameters, node number, smoothness, and total number of boundary segments, including: (1) Construct two networks A and B with the same blasting process parameters, number of nodes, smoothness, and total number of boundary segments; (2) Randomly select a boundary segment from network A and establish a dependency relationship with a boundary segment in network B. Traverse all boundary segments of network A until all boundary segments of network A and network B have established a one-to-one dependency relationship, thus obtaining a boundary segment-boundary segment link network model. In step S2, the hole spacing parameters for smooth blasting of rock mass with developed joints include: According to the hole spacing in smooth blasting of rock mass with developed joints, the intra-pulse ultrasonic frequency shift of multi-subarray synthetic aperture sonar is added in the column-by-column calculation. The addition of the intra-pulse ultrasonic frequency shift is based on the phase multiplication processing in the two-dimensional frequency domain to correct the additional distance deviation caused by the intra-pulse ultrasonic frequency shift.

2. The method for determining different blasting process parameters in blasting excavation according to claim 1, characterized in that: In step S1, static tensile and compressive strength mechanical parameters of the jointed rock mass are obtained through static mechanics testing of the jointed rock mass, and acoustic wave testing is performed to obtain wave velocity parameters; Dynamic mechanical tests on rock masses with developed joints include: dynamic mechanical properties tests on ore rocks to obtain dynamic crushing energy consumption curves of ore rocks, and clarify the influence of the degree of joint development on rock crushing size and energy consumption; dynamic mechanical properties tests on rock masses with confining pressure to obtain stress changes and deformation characteristics of rock masses in the dynamic destruction process under ground stress conditions, and deformation characteristics and time curves of rock masses under confining pressure during dynamic excavation, to clarify the influence of dynamic changes in confining pressure on the mechanical properties of rock masses with developed joints.

3. The method for determining different blasting process parameters in blasting excavation according to claim 1, characterized in that: The theoretical analysis framework of the boundary segment-boundary segment link network model includes: (1) Calculation parameters and parameters : ； ； Where, is the boundary horizontal coordinate parameter value, is the boundary ordinate parameter value, is the node degree, is the theoretical value of node degree, is the node degree set of network A, is the node degree set of network B, is the proportion of boundary segments retained in the network, and Represent the degree distribution functions of network A and network B respectively; (2) Using calculation , calculate the value of , the expression is: ； ； Where, is the probability of randomly selecting a node in the A network to be in the maximum link area, is the probability of randomly selecting a node in the B network to be in the maximum link area; (3) Based on the obtained maximum link area graph and The relationship is calculated by combining the following formula ; ； Where, is the uncoupling critical threshold of phase transition, The maximum link area graph in network A and The dependency function, The maximum link area graph in network B and The dependency function of A theoretical analysis framework for the uncoupled phase transition behavior of a network of link segments constituting a boundary.

4. The method for determining different blasting process parameters in blasting excavation according to claim 1, characterized in that: The expression of the phase multiplication process in the two-dimensional frequency domain is as follows: ； Where, is the phase multiplication processing function, is the intrapulse ultrasonic frequency shift coefficient, is the distance frequency, is the azimuth frequency, is the frequency modulation slope of the transmitted signal; The addition of the intra-pulse ultrasonic frequency shift is performed by interpolation processing of the aperture range ultrasonic domain and combined with the range deviation correction interpolation processing in the range-ultrasound domain, thereby achieving additional range deviation correction; The interpolation process of the ultrasonic range domain requires correction of the additional hole distance deviation, which is expressed as: ； Where, is the additional hole distance deviation correction function, is the ultrasonic velocity in the pulse.

5. The method for determining different blasting process parameters in blasting excavation according to claim 1, characterized in that: In step S2, the delay time in smooth blasting of rock mass with developed joints is determined according to the actual environment.

6. A system for determining different blasting process parameters in blasting excavation, characterized in that: The system implements the method for determining different blasting process parameters in blasting excavation as described in any one of claims 1 to 5, and the system comprises: Mechanical experiment, explosiveness classification and blasting funnel test module, used to conduct dynamic and static mechanical tests, explosiveness classification and blasting funnel tests on jointed rock mass, and determine the influence of hole spacing and delay time parameters on blasting funnel volume and depth assessment; The module for determining parameters for smooth blasting in jointed rock mass is used to conduct slot blasting experiments and peripheral smooth blasting on jointed rock mass. Combining the results of dynamic and static mechanics tests, blastability classification, and blasting funnel tests on jointed rock mass, the module uses numerical simulation to determine the charge amount, uncoupling coefficient, hole spacing parameters, and delay time for smooth blasting in jointed rock mass. The construction operation module is used to perform tunnel advancement and tunnel boundary construction operations in tunnel excavation of jointed rock mass based on the acquired charge amount, uncoupling coefficient, hole spacing parameters, and delay time in smooth blasting of jointed rock mass.

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