A high and steep slope blasting vibration zoning and grading control method

Abstract

The application discloses a high and steep slope blasting vibration zoning and grading control method, and relates to the rock mass safety protection field in slope engineering. When the method is used for zoning and grading of a mine open pit slope stope, the mechanical properties of each part of rock mass are fully considered, rock mass quality evaluation is carried out in combination with joint fissure investigation, a blasting vibration speed prediction model is established by considering the influence of various factors such as elevation and slope on blasting vibration speed propagation, and fine management of blasting vibration control of each part of the open pit mining area is realized. Through zoning and grading, different blasting parameters are used according to the geological conditions and structural characteristics of different areas, the influence of vibration on the surrounding environment and facilities is reduced, and the construction safety is improved. According to the requirements of different areas, the blasting explosive quantity and the blasting sequence are adjusted, the blasting effect is optimized, the blasting efficiency is improved, the explosive unit consumption is reduced, the method has strong flexibility and operability, and is suitable for different construction environments and requirements.

Description

Technical Field

[0001] This invention belongs to the field of rock mass safety protection in slope engineering, and particularly relates to a method for zoned and graded control of blasting vibration applicable to steep slopes. Background Technology

[0002] Blasting technology is widely used in mining production due to its economic and efficient characteristics. During blasting operations, the damage caused by blasting is mainly due to the vibration and damage to the surrounding rock structure caused by the propagation of blasting stress waves. In severe cases, it can even trigger large-scale landslides, collapses and other geological disasters, posing a great threat to the safety of mine personnel and property.

[0003] Current methods for controlling blasting vibration mainly rely on uniform standards to control rock mass stability, without considering the differences in blasting vibration safety thresholds for different rock mass qualities. Furthermore, the accuracy of blasting vibration velocity prediction models is low, which fails to meet the requirements for refined control of blasting vibration velocity, resulting in a waste of resources and reduced production efficiency.

[0004] Therefore, there is an urgent need to propose a zoning and hierarchical control technology for blasting vibration on steep slopes that is based on a high-precision blasting vibration velocity prediction model and takes into account the rock mass quality. Summary of the Invention

[0005] To address the shortcomings of existing blasting vibration control methods, such as lack of regional division, insufficient consideration of rock mass quality, and low accuracy of blasting vibration propagation models, this invention proposes a zoning and grading control method for blasting vibration that is more suitable for steep slopes. When using this method to zonate and grade open-pit mine slopes, it fully considers the mechanical properties of the rock mass in each part and conducts rock mass quality evaluation in conjunction with joint and fracture investigation. Simultaneously, it considers the influence of multiple factors such as elevation and slope on the propagation of blasting vibration velocity to establish a blasting vibration velocity prediction model, thereby achieving refined management of blasting vibration control in different areas of open-pit mining.

[0006] This invention provides a method for zoned and graded control of blasting vibration on steep slopes, the method comprising the following steps:

[0007] Step 1: Set up several blasting centers at different locations on the steep slope and establish a blasting vibration monitoring system. Use the established blasting vibration monitoring system to conduct blasting vibration tests and obtain several blasting vibration monitoring data. The blasting vibration monitoring system includes several blasting vibration monitoring points set up at different locations on the steep slope, and each blasting vibration monitoring point is equipped with one blasting vibration monitoring device. The blasting vibration monitoring data are the particle vibration velocities in the X, Y, and Z directions.

[0008] The selection of blasting vibration monitoring points should follow these four principles:

[0009] 1. The sensors are easy for operators to install, and the surrounding environment is safe;

[0010] 2. Place it on hard rock to ensure signal reception quality;

[0011] 3. Blasting vibration monitoring points are arranged on steep slopes in a straight line, and the distance between each blasting vibration monitoring point and the blast center is different.

[0012] 4. When setting up blasting vibration monitoring points on steep slopes, no fewer than 3 blasting vibration monitoring points should be set up each time. When the blasting vibration monitoring point is located below the blasting center, the blasting vibration monitoring equipment should be equipped with a flying rock protection device to ensure the safety of the blasting vibration monitoring equipment.

[0013] Step 2: Based on the blasting vibration monitoring data, determine the relevant factors affecting the particle vibration velocity of steep slopes;

[0014] Step 3: Conduct Pearson correlation analysis on the identified factors affecting the particle vibration velocity of steep slopes, calculate the Pearson correlation coefficient between various factors and particle vibration velocity, and select the factors whose Pearson correlation coefficient is greater than the set threshold.

[0015] Step 4: Based on the relevant factors selected in Step 3, establish a formula for predicting the vibration velocity of a particle.

[0016]

[0017] Where v is the particle vibration velocity; α and K are site-related coefficients; Q is the maximum amount of explosive charge in a single segment; R is the distance between the blast center and the blast vibration monitoring point; H is the vertical distance between the blast vibration monitoring point and the blast center; D is the horizontal distance between the blast vibration monitoring point and the blast center; β is the elevation influence coefficient; γ is the slope influence coefficient. Based on the obtained blast vibration monitoring data, a system of equations is established to solve for the parameters K, α, β, and γ.

[0018] Step 5: Determine the rock mass quality classification of the high and steep slope based on the rock mass composition, rock mass structure, fissures, uniaxial saturated compressive strength of the rock, and rock mass integrity coefficient, and divide the rock mass of the high and steep slope into regions according to the rock mass quality classification; the rock mass quality classification represents the quality grade of the rock mass;

[0019] Step 6: Select several sampling points in each area to drill and collect rock samples, and calculate the safe threshold for the particle vibration velocity of the rock mass in each area.

[0020]

[0021] In the formula, ν 临界σ is the safety threshold for particle vibration velocity; c is the maximum uniaxial tensile strength of the rock mass; ρ is the longitudinal wave velocity in the rock mass after blasting; ψ is the density of the rock mass; and ψ is the calculation coefficient for the safety threshold.

[0022] Step 7: Based on the site conditions, rock mass quality classification, and the safe threshold for particle vibration velocity of rock mass in each area, divide the steep slope into several vibration-proof zones and determine the safe threshold for particle vibration velocity of each vibration-proof zone; the vibration-proof zone includes at least one area corresponding to a rock mass quality classification.

[0023] Specifically, when different rock mass quality classifications exist within a vibration isolation zone, the minimum particle vibration velocity safety threshold of each region within the vibration isolation zone is taken as the particle vibration velocity safety threshold of that vibration isolation zone.

[0024] Step 8: Based on the safety threshold of particle vibration velocity and the particle vibration velocity prediction formula for each vibration isolation zone, calculate the maximum amount of explosive charge per segment, the minimum blasting center distance, and the safety step for each zone.

[0025] Compared with other slope risk assessment methods, this invention has the following advantages:

[0026] 1. Precise control of particle vibration velocity: By dividing and classifying, different blasting parameters can be adopted according to the geological conditions and structural characteristics of different areas, reducing the impact of vibration on the surrounding environment and facilities, and improving construction safety.

[0027] 2. Improve blasting efficiency: Adjusting the amount of explosives and the blasting sequence according to the needs of different areas can optimize blasting effects, improve blasting efficiency, and reduce the consumption of explosives per unit area.

[0028] 3. High operability: The zoned and graded control method has high flexibility and operability, and can be adjusted and optimized according to the actual situation to adapt to different construction environments and requirements. Attached Figure Description

[0029] Figure 1 This is a schematic diagram of a method for zoned and graded control of blasting vibration on steep slopes, as described in an embodiment of the present invention.

[0030] Figure 2 This is a schematic diagram of the arrangement method of blasting vibration monitoring points on non-steep slopes in an embodiment of the present invention;

[0031] Among them, (a) shows the layout of monitoring points for positive elevation; (b) shows the layout of monitoring points for negative elevation; and (c) shows the layout of monitoring points for negative elevation.

[0032] Figure 3 This is a schematic diagram of the method for arranging monitoring points for blasting vibration on steep slopes in an embodiment of the present invention;

[0033] (a) shows the layout of the monitoring points; (b) shows a schematic diagram of the monitoring points located at the toe of a steep slope.

[0034] Figure 4 This is a schematic diagram of a blasting vibration monitoring point and a blasting source point in an open-pit mine, as described in an embodiment of the present invention.

[0035] Figure 5 This is a schematic diagram illustrating the correlation analysis of factors affecting blasting vibration velocity in an embodiment of the present invention;

[0036] Figure 6 These are the different areas of an open-pit mine divided according to the quality of the rock mass in an embodiment of the present invention.

[0037] Figure 7 This is a schematic diagram of the early warning limit and safety step distribution for blasting vibration on an open slope in an embodiment of the present invention;

[0038] Figure 8 This is a schematic diagram illustrating the principle of the blasting vibration zoning and grading method in an embodiment of the present invention. Detailed Implementation

[0039] The present invention will be further described below with reference to the accompanying drawings.

[0040] The basic principle of this invention is that the effects of blasting stress waves on areas with significant differences in rock mass quality vary considerably during propagation. By acquiring relevant blasting vibration information through a blasting vibration monitoring system and combining it with rock mass quality evaluation results, refined blasting vibration control can be implemented for steep slopes in a zoned and graded manner.

[0041] A method for zoning and grading blasting vibration testing applicable to steep slopes, such as... Figure 1 The specific implementation steps in a certain open-pit mine are as follows:

[0042] Step 1: Conduct a survey on the damage caused by blasting vibration. Based on the survey results, set up several blasting centers at different locations on the steep slope and establish a blasting vibration monitoring system. Use the established blasting vibration monitoring system to conduct blasting vibration tests and obtain several blasting vibration monitoring data. The blasting vibration monitoring system includes several blasting vibration monitoring points set up at different locations on the steep slope, with one blasting vibration monitoring device installed at each monitoring point. The blasting vibration monitoring data are the particle vibration velocities in the X, Y, and Z directions.

[0043] The selection of blasting vibration monitoring points should follow these four principles:

[0044] 1. The sensors are easy for operators to install, and the surrounding environment is safe;

[0045] 2. Place it on hard rock to ensure signal reception quality;

[0046] 3. Blasting vibration monitoring points are arranged on steep slopes in a straight line, and the distance between each blasting vibration monitoring point and the blast center is different.

[0047] 4. When setting up blasting vibration monitoring points on steep slopes, no fewer than 3 blasting vibration monitoring points should be set up each time. When the blasting vibration monitoring point is located below the blasting center, the blasting vibration monitoring equipment should be equipped with a flying rock protection device to ensure equipment safety.

[0048] This implementation method is based on on-site investigation, and as such Figure 2 and Figure 3 The method for arranging blasting vibration monitoring points is shown. The distribution of blasting vibration monitoring points and the location of blast sources in a certain mine can be seen. Figure 4 , Figure 4 This describes the spatial distribution characteristics of microseismic events from the blast center after a certain blasting test. It can be seen that the further away from the blast center, the lower the spatial density of microseismic events. Nearly 60 blasting vibration tests were conducted, and nearly 240 data points were obtained.

[0049] Step 2: Based on the blasting vibration monitoring data, determine the relevant factors affecting the particle vibration velocity of steep slopes;

[0050] When analyzing the factors affecting the particle vibration velocity of steep slopes, not only traditional parameters should be considered, but also the effects of blasting vibration elevation and slope on the blasting vibration velocity of the slope should be taken into account.

[0051] This embodiment summarizes the vibration monitoring data of open-pit slope blasting in a certain mine and finds that the main factors affecting the particle vibration velocity of steep slopes are: horizontal distance, elevation difference, blast center distance, slope, maximum charge per section, total charge, hole spacing, row spacing, bench height, and hole depth.

[0052] Step 3: Conduct Pearson correlation analysis on the identified factors affecting the particle vibration velocity of steep slopes, calculate the Pearson correlation coefficient between various factors and particle vibration velocity, and select the factors whose Pearson correlation coefficient is greater than the set threshold.

[0053] The Pearson correlation coefficient ranges from -1 to 1. An absolute value less than 0.3 indicates minimal correlation between the two variables; a value between 0.3 and 0.5 indicates a low correlation; a value between 0.5 and 0.8 indicates a moderate correlation; and a value greater than 0.8 indicates a high correlation. Among the relevant factors, those with a correlation coefficient greater than 0.5 with the particle vibration velocity were selected.

[0054] A correlation analysis was conducted between particle vibration velocity and the aforementioned related factors. The results are shown below. Figure 5 , Figure 5 The p-value represents the decay rate of the number of microseisms, which is the influence of the stress around the rock on the decay rate of the microseismic time sequence characteristics, obtained through numerous blasting disturbance tests under different stress levels. The correlation coefficients between elevation difference, blast center distance, and horizontal distance and particle vibration velocity are close to 0.53, indicating that these three parameters have a significant impact on the particle vibration velocity of steep slopes. Elevation difference, horizontal distance, and blast center distance all show a characteristic of decreasing vibration velocity with increasing distance. The correlation coefficient between slope and blasting vibration velocity is 0.48, indicating that slope has a significant impact on the propagation of blasting vibrations on steep slopes. The correlation between borehole delay spacing, row spacing, hole depth, step height, and blasting vibration velocity is relatively small.

[0055] Step 4: Based on the relevant factors selected in Step 3, and considering the influence of elevation and slope on the basis of the Sadovsky formula, establish a formula for predicting the vibration velocity of a particle.

[0056]

[0057] Where v is the particle vibration velocity (cm / s); α and K are site-related coefficients; Q is the maximum explosive charge per segment (kg); R is the distance between the blast center and the blast vibration monitoring point (m); H is the vertical distance between the blast vibration monitoring point and the blast center (m); D is the horizontal distance between the blast vibration monitoring point and the blast center (m); β is the elevation influence coefficient; and γ is the slope influence coefficient. Based on the obtained blast vibration monitoring data, a system of equations is established to solve for the parameters K, α, β, and γ, preparing for subsequent zoning and grading control of blast vibration.

[0058] Step 5: Conduct rock mechanics tests to obtain rock mechanics parameters and carry out joint and fracture investigations. Finally, based on the rock mass composition, rock mass structure, fractures, and basic quality indicators, determine the rock mass quality classification of the high and steep slope, classifying it into categories I to V. Based on the rock mass quality classification, the rock mass of the high and steep slope is further divided into regions; the rock mass quality classification represents the quality grade of the rock mass.

[0059] In this embodiment, rock mass quality is classified into categories I to V based on its rock group composition, rock group structure, fissures, and basic quality indicators. The distribution range of different rock mass qualities varies. Category I rock masses are mainly distributed locally in the deep part of the slope body, north of +650 and +556m, and are not exposed at the surface. Category II rock masses are mainly exposed in the northeast corner of the open-pit mine, distributed between 200-705m, with a thickness of 64-144m. Category III rock masses are distributed between 339-877m, with a thickness of 4-334m. Category IV rock masses are distributed between 230-985m, with a thickness of 3.7-18m. Category V rock masses are distributed between 315-885m, with a thickness of 7.6-20m. The basic quality indicators of rock masses are classified as follows: Class I rock masses are between 550 and 600, Class II rock masses are between 451 and 550, Class III rock masses are between 351 and 450, Class IV rock masses are between 251 and 350, and Class V rock masses are less than 250. Figure 6 This is the result of the regional division of the rock mass in this mine.

[0060] Step 6: Select several sampling points in each area to drill and collect rock samples, obtain parameters such as uniaxial compressive strength, density and longitudinal wave velocity of each sampling point, and calculate the safe threshold of particle vibration velocity of rock mass in each area.

[0061]

[0062] In the formula, ν 临界 σ is the safety threshold for particle vibration velocity; c is the maximum uniaxial tensile strength of the rock mass; ρ is the longitudinal wave velocity in the rock mass after blasting; and ψ is the safety threshold calculation coefficient, which is related to the rock mass mass.

[0063] In this embodiment, the permissible safe threshold for particle vibration velocity in the Class I region is 12.0 cm·s. -1 The permissible safe threshold for particle vibration velocity in Class II areas is 11.8 cm·s. -1 The permissible safe threshold for particle vibration velocity in Class III areas is 11.1 cm·s. -1 The permissible safe threshold for particle vibration velocity in Class IV areas is 9.7 cm·s. -1 The permissible safe threshold for particle vibration velocity in Class V areas is 8.6 cm·s. -1 .

[0064] Step 7: Based on the site conditions, rock mass quality classification, and the safe threshold for particle vibration velocity of rock mass in each area, divide the steep slope into several vibration-proof zones and determine the safe threshold for particle vibration velocity of each vibration-proof zone; the vibration-proof zone includes at least one area corresponding to a rock mass quality classification.

[0065] Specifically, when different rock mass quality classifications exist within a vibration isolation zone, the minimum particle vibration velocity safety threshold of each region within the vibration isolation zone is taken as the particle vibration velocity safety threshold of that vibration isolation zone.

[0066] Observing the distribution of safety thresholds, it was found that Type I rock masses were not exposed on the surface, with a safety threshold of 12.0 cm / s. Type II rock masses were distributed in the northeast and southeast corners of the mining area, with a maximum safety threshold of 11.8 cm / s. Due to the relatively good quality of these two types of rock masses, the permissible vibration velocity for rock mass failure was higher, and Type II rock masses were far from the blast source center. Therefore, the distribution areas of Type I and Type II rock masses were designated as Level III vibration isolation zones. Type III rock masses were widely distributed, with some areas close to the mining area center. In the ultra-high and steep slopes of the Zijinshan gold-copper mine, the structure of Type III rock masses mainly included blocky structures, blocky-fractured composite structures, and fractured structures. The blocky rock masses had better quality and stronger seismic resistance; therefore, their permissible blasting vibration velocity was determined not to exceed 11.1 cm / s. The blocky-fractured composite structures and fractured structures had more fracture surfaces, slightly developed fractures, and poor extension. Therefore, considering the distribution area and safety threshold standards of Type III blocky rock masses, they were designated as Level II vibration isolation zones. In the Zijinshan open-pit mine, Class IV rock mass is the most widely distributed, covering most of the central area of ​​the mining area. In the ultra-high and steep slopes, Class IV rock mass mainly consists of two structural types: fractured structure and blocky-fractured composite structure. The fractured structure and the blocky-fractured composite structure are distributed in the southeast corner of the mining area, far from the center. Vibration velocities reaching this area are extremely low, and its safety threshold is 9.7 cm / s. Therefore, blasting vibrations have almost no impact on the slope stability of this area, and the area with the blocky-fractured composite structure of Class III rock mass is designated as a secondary vibration-damping zone. However, due to the wide distribution of fractured structures and poor rock mass quality in Class IV rock mass, blasting causes more rock mass damage. Therefore, during excavation blasting, the safety threshold is stipulated not to exceed 9.0 cm / s, and the area covered by this type of rock mass structure is designated as a primary vibration-damping zone. Compared to the adjacent Class V rock mass distribution area, Class V rock mass has a greater degree of rock fragmentation and worse slope stability, with a maximum permissible safe vibration velocity of 8.3 cm / s. Considering the serious disasters such as landslides and collapses that have occurred in the area, the distribution area of ​​Class V rock mass has been designated as a key earthquake prevention zone.

[0067] By calculating the safety threshold of particle vibration velocity and combining it with the final slope boundary, different safety thresholds for various areas of the steep slope in this open-pit mine were determined, such as... Figure 7As shown. When the blast center is located in the secondary vibration isolation zone of the northeast sloping area of ​​a steep slope, the safe threshold for particle vibration velocity is 9.7 cm / s; when the blast center is located in the primary vibration isolation zone of the northeast sloping area of ​​a steep slope, the safe threshold for particle vibration velocity is 8.6 cm / s; when the blast center is located in the primary vibration isolation zone of the east sloping area, the safe threshold for particle vibration velocity is 9.0 cm / s; when the blast center is located in the secondary vibration isolation zone of the east sloping area, the safe threshold for particle vibration velocity is 9.7 cm / s; when the blast center is located in the secondary vibration isolation zone of the south sloping area, the safe threshold for particle vibration velocity is 9.0 cm / s; when the blast center is located in the key vibration isolation zone of the southwest sloping area, the safe threshold for particle vibration velocity is 8.3 cm / s; when the blast center is located in the key vibration isolation zone of the west sloping area... When the blasting center is located in the vibration isolation zone, the safe threshold for particle vibration velocity is 8.3 cm / s. When the blasting center is located in the primary vibration isolation zone of the West Slope area, the blasting vibration warning value is 9.0 cm / s. When the blasting center is located in the secondary vibration isolation zone of the Northwest Slope area, the safe threshold for particle vibration velocity is 10.2 cm / s. When the blasting center is located in the primary vibration isolation zone of the Northwest Slope area, the safe threshold for particle vibration velocity is 9.0 cm / s. When the blasting center is located in the key vibration isolation zone of the North Slope area, the safe threshold for particle vibration velocity is 8.3 cm / s. When the blasting center is located in the primary vibration isolation zone of the North Slope area, the safe threshold for particle vibration velocity is 9.0 cm / s. The warning values ​​for the West Slope, Southwest Slope, and North Slope areas are relatively low, and these areas should be given special attention when selecting blasting areas.

[0068] Step 8: Based on the safety threshold of particle vibration velocity and the particle vibration velocity prediction formula for each vibration isolation zone, calculate the maximum amount of explosive charge per segment, the minimum blasting center distance, and the safety step for each zone.

[0069] Developing safety control measures should address both the blast source and the propagation of vibration waves. Figure 8 The blasting source factors include the total charge and the maximum charge per segment, while the propagation path factors include the distance to the blast center, the elevation difference, and the slope conditions. Combining the aforementioned blasting vibration prediction formula with the safety thresholds for each region, the maximum initiation charge per segment, the minimum blast center distance, and the safety step are calculated.

[0070] To ensure slope stability, control the amount of explosive charge, and calculate the safety step and minimum blast center distance, the recommended explosive charge for five key protected areas was calculated using the blasting vibration velocity prediction formula established in step 4. The maximum explosive charge for a single detonation in the five unstable areas should not exceed 3896 kg. When the on-site explosive charge is lower than the recommended charge, the safety of the five unstable areas is relatively high. Simultaneously, calculations showed that: when the safe blasting vibration velocity of the slope rock mass is 9.7 cm / s and it is located in the secondary vibration prevention zone of a high and steep slope, the minimum blast center distance should be controlled to be greater than 46.05 m; when the safe blasting vibration velocity of the slope rock mass is 8.6 cm / s and it is located in the primary vibration prevention zone of a high and steep slope, the minimum blast center distance should be controlled to be greater than 50.41 m; when the safe blasting vibration velocity of the slope rock mass is 9.0 cm / s and it is located in the primary vibration prevention zone of a high and steep slope, the minimum blast center distance should be controlled to be greater than 48.72 m; when the safe blasting vibration velocity of the slope rock mass is 8.3 cm / s and it is located in the key vibration prevention zone of a high and steep slope, the minimum blast center distance should be controlled to be greater than 51.78 m; and when the safe blasting vibration velocity of the slope rock mass is 10.2 cm / s and it is located in the secondary vibration prevention zone of a high and steep slope, the minimum blast center distance should be controlled to be greater than 44.34 m.

Claims

1. A method for zoned and graded control of blasting vibration applicable to steep slopes, characterized in that, Includes the following steps: Step 1: Set up several blasting centers at different locations on the steep slope and establish a blasting vibration monitoring system. Use the established blasting vibration monitoring system to conduct blasting vibration tests and obtain several blasting vibration monitoring data. Step 2: Based on the blasting vibration monitoring data, determine the relevant factors affecting the particle vibration velocity of steep slopes; Step 3: Conduct Pearson correlation analysis on the identified factors affecting the particle vibration velocity of steep slopes, calculate the Pearson correlation coefficient between various factors and particle vibration velocity, and select the factors whose Pearson correlation coefficient is greater than the set threshold. Step 4: Based on the relevant factors selected in Step 3, establish a formula for predicting the vibration velocity of a particle. Step 5: Determine the rock mass quality classification of the high and steep slope based on the rock mass composition, rock mass structure, fissures, uniaxial saturated compressive strength of the rock, and rock mass integrity coefficient, and divide the rock mass of the high and steep slope into regions according to the rock mass quality classification; the rock mass quality classification represents the quality grade of the rock mass; Step 6: Select several sampling points in each area to drill and collect rock samples, and calculate the safe threshold for the particle vibration velocity of the rock mass in each area. The safe threshold for particle vibration velocity of the rock mass in each region is: In the formula, The safe threshold for particle vibration velocity; σ This represents the maximum uniaxial tensile strength of the rock mass. c The longitudinal wave velocity in the rock mass after blasting; ρ Density of the rock mass; ψ Calculate the coefficients for the safety threshold; Step 7: Based on the site conditions, rock mass quality classification, and the safe threshold for particle vibration velocity of rock mass in each area, divide the steep slope into several vibration-proof zones and determine the safe threshold for particle vibration velocity of each vibration-proof zone; the vibration-proof zone includes at least one area corresponding to a rock mass quality classification. Specifically, when different rock mass quality classifications exist within a vibration isolation zone, the minimum particle vibration velocity safety threshold of each region within the vibration isolation zone is taken as the particle vibration velocity safety threshold of that vibration isolation zone. Step 8: Based on the safety threshold of particle vibration velocity and the particle vibration velocity prediction formula for each vibration isolation zone, calculate the maximum amount of explosive charge per segment, the minimum blasting center distance, and the safety step for each zone.

2. The method for zoned and graded control of blasting vibration applicable to steep slopes according to claim 1, characterized in that, The blasting vibration monitoring system described in step 1 includes several blasting vibration monitoring points set up at different locations on the steep slope, with one blasting vibration monitoring device installed at each blasting vibration monitoring point.

3. The method for zoned and graded control of blasting vibration applicable to steep slopes according to claim 1, characterized in that, The blasting vibration monitoring data mentioned in step 1 are the particle vibration velocities in the X, Y, and Z directions.

4. The method for zoned and graded control of blasting vibration applicable to steep slopes according to claim 1, characterized in that, The selection of blasting vibration monitoring points in step 1 follows these four principles: (1) The sensor is easy for operators to install and the surrounding environment is safe; (2) Placed on hard rock to ensure signal reception quality; (3) The blasting vibration monitoring points are arranged on the steep slope and in a straight line, and the distance between each blasting vibration monitoring point and the blast center is different. (4) When setting up blasting vibration monitoring points on steep slopes, no less than 3 blasting vibration monitoring points shall be set up each time. When the blasting vibration monitoring point is located below the blasting center, the blasting vibration monitoring equipment shall be equipped with a flying rock protection device to ensure the safety of the blasting vibration monitoring equipment.

5. The method for zoned and graded control of blasting vibration applicable to steep slopes according to claim 1, characterized in that, The formula for predicting the particle vibration velocity in step 4 is as follows: in, v The velocity of the particle vibration; α , K It is a coefficient related to the site; Q This represents the maximum amount of explosive charge for a single stage. R This is the distance between the blast center and the blast vibration monitoring point. H The vertical distance between the blasting vibration monitoring point and the blast center; D The horizontal distance between the blasting vibration monitoring point and the blast center; β Elevation influence coefficient; γ To determine the slope influence coefficient, a system of equations was established based on several blasting vibration monitoring data points to solve for the parameter. K, α, β, γ .

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