Method and system for determining different blasting process parameters in blasting tunneling

Abstract

The invention belongs to the technical field of underground blasting, and discloses a method and system for determining different blasting process parameters in blasting tunneling. According to the method, joint development rock dynamic and static mechanics tests, blasting grading and blasting funnel tests are carried out, and the influence of hole pitch and delay time parameters on blasting funnel volume and depth evaluation is determined; performing slotting hole blasting experiment and peripheral smooth blasting on the joint development rock mass, and determining explosive quantity, non-coupling coefficient, hole distance parameter and delay time in smooth blasting of the joint development rock mass through numerical simulation by combining results of joint development rock mass dynamic and static mechanics test, blasting property grading and blasting funnel test; and roadway footage and roadway boundary construction operation in joint development rock mass roadway tunneling is carried out based on the obtained explosive quantity, the decoupling coefficient, the pitch parameter and the delay time in joint development rock mass smooth blasting. The mining efficiency of the goaf can be improved, maximum utilization of resources is achieved, and economic benefits are improved.

Description

Technical Field

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

[0002] Regarding underground blasting technology, domestic and foreign scholars have formed a scientific and complete system, and in-depth research has been carried out on rock property testing and different blasting parameter designs, and certain research results have been obtained. In terms of rock mechanics parameter calibration, Peng Jianyu carried out relevant experimental and numerical simulation studies on the fracture behavior of sandstone under Hopkinson bar impact load under static stress and the blasting fragmentation behavior of cement mortar specimens under static stress for the problem of the formation of blasting funnels under static stress. The phenomena and laws in the dynamic fracture process of rocks under static stress were studied, and the failure mechanism of rocks under the action of static and dynamic loads was revealed. In terms of blasting funnels, Wang Peng et al. used the ANSYS / LS-DYNA nonlinear three-dimensional dynamic finite element software to numerically simulate the stress distribution and propagation mechanism of rocks under the action of multi-hole simultaneous blasting. The stress distribution nephograms at different times and the stress-time history curves of typical elements were obtained. According to the results, the stress wave propagation law and the formation process of blasting funnels were studied, and the relevant factors affecting the formation of blasting funnels were discussed. And in terms of the classification of rock explosibility, Xue Jianguang et al. established an attribute recognition model for the classification and discrimination of rock mass explosibility in engineering blasting; the density, tensile strength, impact dynamic load strength, and rock mass integrity coefficient of rocks were selected as the discrimination indexes for attribute recognition, effectively solving the problem of evaluating the difficulty of rock mass explosibility.

[0003] In terms of specific blasting parameter calculation, for the problem of cut blasting in roadway tunneling, Wang Zhaoyang et al. used statistical methods to analyze the variation characteristics of blasting parameters in the two dimensions of the Prandtl coefficient and the cross-sectional area, and studied the objective law of cut blasting in rock roadways by constructing a blasting tunneling case database. The research results show that: as the Prandtl coefficient increases, the ultimate compressive strength of the rock increases. To ensure the blasting effect, the hole length and explosive consumption per unit length will be appropriately increased, and at the same time, the single-cycle advance will also be slightly increased. However, the clamping effect caused by the high stress of the rock itself will reduce the utilization rate of the blast holes; usually, empty holes are set to provide a new free surface for cut blasting, and the stress wave reflection and tension make the rock mass failure area near the free surface larger. Straight-hole cut blasting is more suitable for hard-rock roadways.

[0004] Regarding problems such as the large block rate in fan-shaped hole blasting, Ma Xinmin et al. optimized the fragment size distribution of fan-shaped medium-deep hole blasting. A prediction model for blasting fragment size distribution was obtained through linear fitting, and the fractal dimension of the corresponding muck pile was calculated. The test results show that millisecond blasting is beneficial to controlling the large block rate, and interval charging at the orifice of fan-shaped holes is beneficial to reducing the fine ore rate in medium-deep hole blasting. The numerical simulation results show that the effective peak stress at the hole bottom < the effective peak stress in the middle < the effective peak stress at the orifice, and large blocks are likely to be generated at the hole bottom and fine ore is generated at the orifice. By adjusting the reasonable hole-to-hole delay time in medium-deep hole blasting and the charging structure at the orifice of fan-shaped holes, the fragment size distribution of medium-deep hole blasting can be effectively controlled, which is beneficial to improving production efficiency.

[0005] In order to optimize the blasting effect of the VCR mining method, when Wang Chen et al. used the VCR mining method for mining, a blasting funnel experiment was carried out on-site to determine the blasting parameters when using spherical charge caving. Through a series of blasting funnel experiments on 40-mm-diameter blast holes and theoretical analysis of the experimental data, the critical burial depth, strain energy coefficient and other funnel blasting parameters in the case of 40-mm blast holes were obtained. Finally, according to the similarity theory, the critical burial depth, strain energy coefficient, optimal burial depth and other blasting parameters when using large-diameter spherical charges for caving in the VCR method were calculated, providing a basis for the design of the hole pattern parameters of the test ore block in the VCR method. Li Qiyue et al. proposed the factors to be considered in selecting the one-time shaft-sinking mode, analyzed the technical problems of deep-hole blasting for one-time shaft-sinking, and proposed corresponding solutions.

[0006] To solve the problem of pillar extraction in the goaf, Zhang Chenjie et al. formulated the extraction sequence of pillars according to the distribution characteristics of pillars, established a mining model for rooms and pillars, and carried out numerical simulation analysis on the extraction process of pillars. The simulation results show that after the room is excavated, the displacement contour lines are arch-shaped, and the maximum displacement is located in the roof area of the goaf. The displacement change of the pillar before and after extraction is not significant;; After the room is mined, local areas of the goaf roof show an arch-shaped tensile stress area, and the range and value of the tensile stress are larger closer to the goaf;; An arch-shaped through area of shear strain increment appears on the goaf roof, and the range of the arch-shaped through area is larger after the pillar is extracted. The permanent pillar may undergo shear deformation and failure, providing data support for the reasonable arrangement of the construction technology in the goaf.

[0007] In order to determine the relevant parameters involved in the goaf filling process, Wang Sheguang et al. believe that to ensure the safe, efficient and low-cost mining of filling mines, it is crucial to reasonably determine the strength of the filling body. For a mine using the subsequent filling method, 12 schemes were combined according to different width and height parameters of the ore room, and FLAC3D was used to conduct numerical simulation calculation and analysis of the filling body strength value. It is concluded that the exposed height of the stope has a greater impact on the stability of the filling body and is the dominant factor in determining the strength of the filling body; the width and length of the stope have a smaller impact on the stability of the filling body.

[0008] Blasting, as an effective means of rock fragmentation in a short time, is widely used in various industries of national economic production. While bringing huge economic benefits to people, blasting technology also brings corresponding safety problems. Whether the blasting parameters are set reasonably is an important parameter affecting the blasting effect. Before the implementation of blasting, operators need to pre-evaluate the size of the blasting range, the size of the blasted fragments, the change of the free surface during the blasting operation, etc.

[0009] Through the above analysis, the problems and defects existing in the prior art are as follows: In the prior art, the determination of different blasting process parameters in blasting tunneling is carried out by subjective means, resulting in low utilization rate of explosive energy and low working efficiency, and poor blasting safety effect. Summary of the Invention

[0010] 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: The method for determining different blasting process parameters in blasting tunneling includes:

[0012] S1. Conduct static and dynamic mechanical tests, blastability grading, and blasting funnel tests on jointed rock masses to determine the influence of hole spacing and delay time parameters on the evaluation of the volume and depth of the blasting funnel.

[0013] S2. Conduct cut hole blasting experiments and perimeter smooth blasting on jointed rock masses, and combine the results of static and dynamic mechanical tests, blastability grading, and blasting funnel tests on jointed rock masses. Through numerical simulation, determine the amount of explosive, decoupling coefficient, hole spacing parameter, and delay time in the smooth blasting of jointed rock masses.

[0014] S3. Based on the amount of explosive, decoupling coefficient, hole spacing parameter, and delay time obtained in the smooth blasting of jointed rock masses, carry out roadway advance and roadway boundary construction operations in the roadway tunneling of jointed rock masses.

[0015] In step S1, obtain the static tensile and compressive strength mechanical parameters of jointed rock masses through static mechanical tests on jointed rock masses, and conduct acoustic wave tests to obtain wave velocity parameters.

[0016] The dynamic mechanical test of jointed rock masses includes: dynamic mechanical property test of ore and rock to obtain the dynamic crushing energy consumption curve of ore and rock, and clarify the influence of the joint development degree of ore and rock on the fragmentation and energy consumption of rock; conduct dynamic mechanical property test of rock mass with confining pressure to obtain the stress change and rock mass deformation characteristics during the dynamic failure process of rock mass under the condition of in-situ stress, obtain the deformation characteristics and time curve of rock mass confining pressure during the dynamic excavation process, and clarify the influence of dynamic change of confining pressure on the mechanical properties of jointed rock masses.

[0017] In step S2, the calculation of the amount of explosive in the smooth blasting of jointed rock masses includes:

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

[0019]

[0020] Wherein, E max is the peak blasting force of the blasting load, H is the smooth surface proportion distance of the rock mass with developed joints, H = S * / T 1 / 3 S * is the distance from the initiation center to the load acting surface, and T is the explosive charge.

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

[0022] Construct a boundary segment-boundary segment link network model with the same number of nodes, smoothness of blasting process parameters, and the same total number of boundary segments, and establish a theoretical analysis framework for the boundary segment-boundary segment link network model using the self-balancing probability theory; based on the constructed theoretical analysis framework, analyze the decoupling phase transition behavior and decoupling threshold of the boundary segment-boundary segment link network model under random failures.

[0023] Furthermore, constructing a boundary segment-boundary segment link network model with the same number of nodes, smoothness of blasting process parameters, and the same total number of boundary segments includes:

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

[0025] (2) Randomly select a boundary segment from network A and establish a dependency relationship with a boundary segment in network B, and traverse all the boundary segments of network A until one-to-one dependencies are established for all the boundary segments of network A and network B, 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 parameter x and parameter y:

[0028]

[0029] Wherein, x is the boundary abscissa parameter value, y is the boundary ordinate parameter value, k is the node degree, 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 the boundary segments retained in the network, P A (k) and PB $(k')$ represent the degree distribution functions of Network A and Network B respectively;

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

[0031]

[0032] In the formula, is the probability of randomly selecting a node in Network A within the maximum link area, is the probability of randomly selecting a node in Network B within the maximum link area;

[0033] (3) Based on the obtained maximum link area graph and the relationship of $p$, calculate $p$ in combination with the following formula c ;

[0034]

[0035] In the formula, $p$ c is the uncoupling critical threshold of the phase transition, $F$ 1 () is the dependence function of the maximum link area graph in Network A on $p$, $F$ 2 () is the dependence function of the maximum link area graph in Network B on $p$;

[0036] constitute the theoretical analysis framework for the uncoupling phase transition behavior of the boundary segment link network.

[0037] In step S2, the hole spacing parameters in smooth blasting of jointed rock masses include:

[0038] According to the hole spacing in smooth blasting of jointed rock masses, the intra-pulse ultrasonic frequency shift of the multi-subarray synthetic aperture sonar is calculated column by column. The addition of the intra-pulse ultrasonic frequency shift is based on the phase multiplication processing in the two-dimensional frequency domain, and the additional distance deviation caused by the intra-pulse ultrasonic frequency shift is corrected.

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

[0040]

[0041] In the formula, $G()$ is the phase multiplication processing function, $j$ is the intra-pulse ultrasonic frequency shift coefficient, $e$ r is the range frequency, $e$ a is the azimuth frequency, $D$ r is the frequency modulation slope of the transmitted signal;

[0042] The addition of the in-pulse ultrasonic frequency shift is achieved through interpolation processing of the hole distance from the ultrasonic domain and combined with the interpolation processing of the distance deviation correction in the distance-ultrasonic, thereby realizing the correction of additional distance deviation;

[0043] The additional hole distance deviation amount that needs to be corrected in the interpolation processing of the distance ultrasonic domain is expressed as:

[0044]

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

[0046] In step S2, the delay time in the smooth blasting of jointed rock masses 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. This system implements the method for determining different blasting process parameters in blasting tunneling, and the system includes:

[0048] Mechanical experiment, explosibility grading, and blasting funnel test module, which is used to conduct static and dynamic mechanical experiments, explosibility grading, and blasting funnel tests on jointed rock masses, and determine the influence of hole spacing and delay time parameters on the evaluation of the volume and depth of the blasting funnel;

[0049] Smooth blasting parameter determination module for jointed rock masses, which is used to conduct cut hole blasting experiments and perimeter smooth blasting on jointed rock masses, and combine the results of static and dynamic mechanical experiments, explosibility grading, and blasting funnel tests on jointed rock masses, and determine the charge amount, decoupling coefficient, hole spacing parameter, and delay time in the smooth blasting of jointed rock masses through numerical simulation;

[0050] Construction operation module, which is used to perform construction operations on the roadway advance and roadway boundary in the roadway tunneling of jointed rock masses based on the obtained charge amount, decoupling coefficient, hole spacing parameter, and delay time in the smooth blasting of jointed rock masses.

[0051] Combining all the above technical solutions, the beneficial effects of the present invention are as follows: Conducting relevant mechanical experiments on rocks in different regions of underground mines, determining basic mechanical parameters and conducting explosibility grading can provide scientific and effective data support for subsequent blasting parameter design, thereby improving the utilization rate of explosive energy and optimizing the blasting effect. Optimizing the blasting parameters in roadway tunneling can effectively improve the cyclic advance of roadway tunneling blasting, the semi-hole rate of smooth blasting, the integrity of the reserved rock mass, and the smoothness of the roadway, and greatly improve the safety of shaft sinking operations. It can improve the recovery efficiency of goafs, achieve the maximum utilization of resources, and improve economic benefits. Brief Description of the Drawings

[0052] The accompanying drawings here are incorporated into the specification and form a part of this specification, showing embodiments consistent with the present disclosure, and are used together with the specification to explain the principles of the present disclosure;

[0053] Figure 1 It is a flowchart of a method for determining different blasting process parameters in blasting tunneling provided by an embodiment of the present invention. Detailed implementation manners

[0054] To make the above objects, features, and advantages of the present invention more apparent and understandable, the following detailed description of the specific implementation manners of the present invention will be given with reference to the accompanying drawings. Many specific details are set forth in the following description in order to fully understand the present invention. However, the present invention can be implemented in many other ways different from those described herein, and those skilled in the art can make similar improvements without departing from the connotation of the present invention. Therefore, the present invention is not limited by the specific implementations disclosed below.

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

[0056] S1. Conduct static and dynamic mechanics tests, blasting property classification, and blasting funnel tests on jointed rock masses to determine the influence of hole spacing and delay time parameters on the evaluation of blasting funnel volume and depth;

[0057] S2. Conduct cut hole blasting experiments and perimeter smooth blasting on jointed rock masses, and combine the results of static and dynamic mechanics tests, blasting property classification, and blasting funnel tests on jointed rock masses. Through numerical simulation, determine the charge amount, decoupling coefficient, hole spacing parameter, and delay time in smooth blasting of jointed rock masses;

[0058] S3. Based on the charge amount, decoupling coefficient, hole spacing parameter, and delay time obtained in the smooth blasting of jointed rock masses, perform roadway advance and roadway boundary construction operations in the tunneling of jointed rock masses.

[0059] Exemplarily, in step S1, obtain the static tensile and compressive strength mechanical parameters of jointed rock masses through static mechanics tests on jointed rock masses, and conduct acoustic wave tests to obtain their wave velocity parameters;

[0060] The dynamic mechanics test of jointed rock masses includes: obtaining the dynamic crushing energy consumption curve of ore and rock through the dynamic mechanics performance test of ore and rock, and clarifying the influence of the joint development degree of ore and rock on the fragmentation size and energy consumption of rock;

[0061] And conduct the dynamic mechanics performance test of rock masses with confining pressure to obtain the stress change and rock mass deformation characteristics during the dynamic failure process of rock masses under in-situ stress conditions, and obtain the deformation characteristics and time curve of rock mass confining pressure during the dynamic excavation process, and clarify the influence of dynamic confining pressure changes on the mechanical properties of jointed rock masses;

[0062] The explosibility classification includes: by sorting out and analyzing the rock compressive strength, unit weight, rock integrity and engineering geological parameters, establishing a weight model through mathematical analysis software, determining the key parameters affecting rock explosibility, and establishing an explosibility classification standard for jointed rock masses according to the actual situation of the mine site;

[0063] The blasting funnel test includes:

[0064] Designing the blasting funnel test according to the dynamic mechanical properties of ore and rock, determining the optimal specific charge of different types of surrounding rock and ore and rock, and the influence law of different joint development degrees on rock fragmentation and fragment throwing;

[0065] According to the results of the single-hole blasting funnel test, design a multi-hole blasting funnel test, conduct a multi-hole cut blasting test, and determine the influence of the hole spacing and delay time parameters on the evaluation of the blasting funnel volume and depth.

[0066] In step S2, the charge calculation formula in the smooth blasting of jointed rock masses includes:

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

[0068]

[0069] In the formula, E max is the peak blasting force of the blasting load, H is the smooth ratio distance of the jointed rock mass, H = S * / T 1 / 3 , S * is the distance from the initiation center to the load acting surface, and T is the charge amount. When all segments are initiated together, it is the total charge amount, and when initiated separately, it is the maximum charge amount of a single segment.

[0070] Exemplarily, in step S2, the uncoupling coefficient simulation in the smooth blasting of jointed rock masses includes:

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

[0072] Based on the constructed theoretical analysis framework, analyze the uncoupling phase transition behavior and uncoupling threshold of other boundary segment-boundary segment link network models under random failures.

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

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

[0075] (2) Randomly select a boundary line segment from network A and establish a dependency relationship with a boundary line segment in network B. Traverse all the boundary line segments of network A until all the boundary line segments of network A and network B establish a one-to-one dependency relationship, obtaining a boundary line segment-boundary line segment link network model.

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

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

[0078]

[0079] In the formula, x is the boundary abscissa parameter value, y is the boundary ordinate parameter value, k is the node degree, k′ is the theoretical value of the node degree, <k A > is the set of node degrees of network A, <k B > is the set of node degrees of network B, p is the proportion of the boundary line segments retained in the network, P A (k) and P B (k′) respectively represent the degree distribution functions of network A and network B;

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

[0081]

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

[0083] (3) Based on the obtained maximum link area graph and the relationship of p, calculate p in combination with the following formula c ;

[0084]

[0085] In the formula, p c is the uncoupling critical threshold of the phase transition, F 1 () is the dependency function of the maximum link area graph and p in network A, F 2 ( ) is the dependency function of the maximum link area graph and p in network B;

[0086] Theoretical analysis framework of uncoupled phase change behavior constituting a boundary segment connection network.

[0087] In step S2, the hole spacing parameters in smooth blasting of jointed rock masses include:

[0088] Adding intra-pulse ultrasonic frequency shift of synthetic aperture sonar with multiple sub-arrays in the column-by-column calculation of hole spacing in smooth blasting of jointed rock masses;

[0089] 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.

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

[0091]

[0092] In the formula, G( ) is the phase multiplication processing function, j is the intra-pulse ultrasonic frequency shift coefficient, e r is the range 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 achieved by interpolation processing in the hole distance ultrasonic domain and combined with the distance deviation correction interpolation processing in the distance-ultrasonic, so as to correct the additional distance deviation;

[0094] The additional hole distance deviation amount to be corrected in the interpolation processing of the distance ultrasonic domain is expressed as:

[0095]

[0096] In the formula, O a ( ) is the additional hole distance deviation amount correction function, and c is the intra-pulse ultrasonic sound velocity.

[0097] Exemplarily, in step S2, in the determination of the delay time parameter in smooth blasting of jointed rock masses, it is determined according to the actual environment.

[0098] The determination system for different blasting process parameters in blasting tunneling provided by the embodiments of the present invention includes:

[0099] A mechanical experiment, explosibility grading and blasting funnel test module, which is used to conduct static and dynamic mechanical experiments, explosibility grading and blasting funnel tests on jointed rock masses, and determine the influence of hole spacing and delay time parameters on the evaluation of the volume and depth of the blasting funnel;

[0100] The smooth blasting parameter determination module for jointed rock mass is used to conduct cut hole blasting experiments and peripheral smooth blasting on the jointed rock mass. Combining the results of static and dynamic mechanical tests, explosibility classification, and blasting funnel tests of the jointed rock mass, the charge amount, decoupling coefficient, hole spacing parameter, and delay time in the smooth blasting of the jointed rock mass are determined through numerical simulation.

[0101] The construction operation module is used to perform construction operations on the roadway advance and roadway boundary in the roadway excavation of the jointed rock mass based on the obtained charge amount, decoupling coefficient, hole spacing parameter, and delay time in the smooth blasting of the jointed rock mass.

[0102] Example 2. To further describe the technical features of the present invention, the following technical solutions are adopted in the present invention.

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

[0104] (1.1) Static mechanical test and acoustic wave test.

[0105] Static mechanical tests are carried out on ore rocks with different lithologies and different joint development degrees to obtain mechanical parameters such as static tensile and compressive strengths, and acoustic wave tests are carried out to obtain basic parameters such as wave velocities, so as to provide data support for subsequent tests.

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

[0107] a. Conduct dynamic mechanical property tests on ore rocks. Through the SHPB dynamic impact test device, dynamic compression and dynamic tensile tests are carried out to obtain the dynamic crushing energy consumption curve of the ore rocks, and to clarify the influence of the joint development degree of the ore rocks on the rock fragmentation and energy consumption.

[0108] b. Conduct dynamic mechanical property tests on rock masses with confining pressure. Dynamic mechanical tests are carried out under uniaxial confining pressure and triaxial confining pressure states to obtain the stress changes and rock mass deformation characteristics during the dynamic failure process of the rock mass under in-situ stress conditions, and to obtain the deformation characteristics and time curves of the rock mass confining pressure during the dynamic excavation process, and to clarify the influence of the dynamic change of the confining pressure on the mechanical properties of the lithium ore rock.

[0109] (1.3) Explosibility classification.

[0110] By sorting out and analyzing many parameters such as rock compressive strength, bulk density, rock integrity, and engineering geological parameters, a weight model is established through mathematical analysis software to determine the key parameters affecting rock explosibility, and a simple and effective lithium ore explosibility classification standard is established according to the actual situation of the mine site, providing a standardized reference and systematic design basis for subsequent blasting parameter design.

[0111] (2) Blasting funnel test.

[0112] (2.1) Design blasting funnel tests according to the dynamic mechanical properties of ore and rock to determine the optimal unit consumption of different types of surrounding rocks and ore, as well as the influence laws of different joint development degrees on rock fragmentation and fragment throwing.

[0113] (2.2) According to the results of single-hole blasting funnel tests, design multi-hole blasting funnel tests and conduct multi-hole cut blasting tests to determine the influence of parameters such as hole spacing and delay time on important evaluation parameters such as the volume and depth of the blasting funnel.

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

[0115] (3.1) Research on the optimization of cut hole blasting parameters for joint-developed rock masses. For the joint-developed rock masses existing in roadway tunneling construction, conduct cut hole blasting tests. Through numerical simulation calculations and on-site tests, determine important parameters such as reasonable charge amount, decoupling coefficient, number of empty holes, hole spacing, and delay time in cut blasting of joint-developed rock masses, improve the cut quality, and provide sufficient additional space for subsequent blasting.

[0116] (3.2) Research on the optimization of cut hole blasting parameters for viscous rock masses in lithium mines. For the problems of high large block rate and low rock fragmentation degree existing in the blasting process of lithium ore and rock in roadway tunneling construction, conduct cut hole blasting tests. Through numerical simulation calculations and on-site tests, determine important parameters such as reasonable charge amount, number of empty holes, hole spacing, and delay time in cut blasting of viscous rock masses, improve the cut quality, and provide sufficient additional space for subsequent blasting.

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

[0118] (4.1) Research on the optimization of perimeter smooth blasting parameters for joint-developed rock masses. For the joint-developed rock masses existing in roadway tunneling construction, conduct smooth blasting tests. Through numerical simulation calculations and on-site tests, determine important parameters such as reasonable charge amount, decoupling coefficient, hole spacing, and delay time in smooth blasting of joint-developed rock masses, improve the half-hole rate, footage length, etc., ensure the integrity of the roadway surrounding rock, and improve the safety and stability of the surrounding rock.

[0119] (4.2) Research on the optimization of perimeter smooth blasting parameters for viscous rock masses in lithium mines. For the problems of low explosibility and low rock fragmentation degree existing in the blasting process of lithium ore and rock in roadway tunneling construction, conduct smooth blasting tests. Through numerical simulation calculations and on-site tests, determine important parameters such as reasonable charge amount, decoupling coefficient, hole spacing, and delay time in smooth blasting of viscous rock masses, improve the half-hole rate, footage length, etc., ensure the integrity of the roadway surrounding rock, and improve the safety and stability of the surrounding rock.

[0120] (5) Research on the full-section blasting design of roadway tunneling blasting.

[0121] (5.1) Research on the optimization of blasting parameters for roadway tunneling in jointed rock masses. Combining blasting crater tests, cut blasting tests, and smooth blasting tests, a reasonable blasting network design for roadway tunneling is formulated. Through numerical simulation and on-site tests, the optimal parameter combinations of charge amount, hole spacing, delay time, decoupling coefficient, etc. are selected to ensure that important indicators such as roadway footage and roadway boundary meet the relevant design requirements during the roadway tunneling construction in jointed rock masses.

[0122] (5.2) Research on the optimization of blasting parameters for roadway tunneling in viscous rock masses of lithium mines. Combining blasting crater tests, cut blasting tests, and smooth blasting tests, a reasonable blasting network design for roadway tunneling is formulated. Through numerical simulation and on-site tests, the optimal parameter combinations of charge amount, hole spacing, delay time, decoupling coefficient, etc. are selected to ensure that important indicators such as roadway footage and roadway boundary meet the relevant design requirements during the roadway tunneling construction in viscous rock masses of lithium mines.

[0123] For numerical simulation, the LS-DYNA software and ALE algorithm under the ANSYS WORKBENCH platform are used to carry out numerical simulation work. The ALE algorithm is a numerical calculation method that combines the advantages of the Lagrange and Euler methods and is mainly used to solve fluid-solid coupling problems. The control equations of the ALE algorithm can be given by the following conservation equations: mass conservation equation; momentum conservation equation; energy conservation equation.

[0124] In summary, the present invention determines the blastability grading for different ore rocks and clarifies the blasting parameter indicators such as specific charge consumption during different blasting operations.

[0125] The relevant parameter indicators of blasting construction technologies such as cut blasting, smooth blasting, and medium-deep hole blasting are clarified, providing relevant data for mine blasting construction.

[0126] The above is only a relatively optimal specific implementation manner of the present invention, but the protection scope of the present invention is not limited thereto. Any person skilled in the art within the technical scope disclosed by the present invention, any modification, equivalent replacement, and improvement made within the spirit and principle of the present invention should be covered within the protection scope 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 mechanical tests, explosiveness classification and blasting funnel tests on jointed rock mass to determine the influence of hole spacing and delay time parameters on blasting funnel volume and depth assessment; S2, conduct slot hole blasting experiments and peripheral smooth surface blasting on the jointed rock mass, combine the results of dynamic and static mechanical tests, explosiveness classification, and blasting funnel tests on the jointed rock mass, and determine the charge amount, uncoupling coefficient, hole spacing parameters, and delay time in the smooth surface blasting of the jointed rock mass 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, the tunnel footage and tunnel boundary construction operations in tunnel excavation of jointed rock mass are carried out.

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 mechanical tests on the jointed rock mass, and acoustic wave tests are performed to obtain wave velocity parameters; Dynamic mechanical tests on rock mass 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 mass with confining pressure to obtain stress changes and deformation characteristics of rock mass in the dynamic destruction process under ground stress conditions, and to obtain deformation characteristics and time curves of rock mass confining pressure in the dynamic excavation process, and clarify the influence of dynamic changes in confining pressure on the mechanical properties of rock mass with developed joints.

3. The method for determining different blasting process parameters in blasting excavation according to claim 1, characterized in that: In step S2, the charge calculation in smooth blasting of rock mass with developed joints includes: The peak blasting force of the blasting load is described as: In the formula, 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.

4. The method for determining different blasting process parameters in blasting excavation according to claim 1, characterized in that: In step S2, the uncoupling coefficient simulation in smooth blasting of jointed rock mass includes: A boundary segment-boundary segment link network model with the same number of nodes, smoothness and total number of boundary segments in blasting process parameters is constructed, and the theoretical analysis framework of the boundary segment-boundary segment link network model is established using self-equilibrium probability theory. Based on the constructed theoretical analysis framework, the uncoupled phase change behavior and uncoupled threshold of the boundary segment-boundary segment link network model in the face of random failure are analyzed.

5. The method for determining different blasting process parameters in blasting excavation according to claim 4, characterized in that: Construct a boundary segment-boundary segment link network model with the same blasting process parameter node number, smoothness and the same total boundary segment number, including: (1) Construct two networks A and B with the same number of nodes, smoothness, and total number of boundary segments in blasting process parameters; (2) A boundary segment is randomly selected from network A to establish a dependency relationship with a boundary segment in network B. 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, thereby obtaining a boundary segment-boundary segment link network model.

6. The method for determining different blasting process parameters in blasting excavation according to claim 4, characterized in that: The theoretical analysis framework of the boundary segment-boundary segment link network model includes: (1) Calculate parameters x and y: In the formula, x is the boundary horizontal coordinate parameter value, y is the boundary vertical coordinate parameter value, k is the node degree, k′ is the node degree theoretical value, <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; (2) Using the calculated x and y values, calculate The expression is: In the formula, is the probability of randomly selecting a node in the A network 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 p, and calculate p by combining the following formula c ; In the formula, p c is the uncoupled critical threshold of phase transition, and F1() is the maximum link area in network A. and p’s dependency function, F2() is the maximum link area graph in the B network and the dependency function of p; p c A theoretical analysis framework for the uncoupled phase-change behavior of a network of link segments constituting a boundary.

7. The method for determining different blasting process parameters in blasting excavation according to claim 1, characterized in that: In step S2, the hole spacing parameters in smooth blasting of jointed rock mass 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.

8. The method for determining different blasting process parameters in blasting excavation according to claim 7, characterized in that: The expression of the phase multiplication process in the two-dimensional frequency domain is as follows: 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; The addition of the intra-pulse ultrasonic frequency shift is performed by interpolation processing of the through-hole range ultrasonic domain and combined with the range deviation correction interpolation processing in the range-ultrasound, thereby achieving additional range deviation correction; The interpolation process of the distance ultrasonic domain needs to correct the additional hole distance deviation, which is expressed as: In the formula, O a () is the additional hole distance deviation correction function, and c is the ultrasonic velocity in the pulse.

9. 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.

10. 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 claimed in any one of claims 1 to 9, and the system comprises: Mechanical experiment, explosiveness classification and blasting funnel test module, used to carry out 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 of smooth blasting of jointed rock mass is used to carry out slot hole blasting experiments and peripheral smooth blasting on jointed rock mass. Combined with the results of dynamic and static mechanics tests, explosiveness classification and blasting funnel tests on jointed rock mass, the module determines the charge amount, uncoupling coefficient, hole spacing parameters and delay time in smooth blasting of jointed rock mass through numerical simulation. The construction operation module is used to carry out the construction operations of the tunnel footage and tunnel boundary in the tunnel excavation of the jointed rock mass based on the obtained charge amount, uncoupling coefficient, hole spacing parameters and delay time in the smooth blasting of the jointed rock mass.

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