Blasting system for roadway tunneling and construction method thereof

Abstract

The invention discloses a blasting system for roadway tunneling and a construction method thereof, and the blasting system comprises a geological survey unit which is used for surveying the type and state of a soft rock stratum structure; the automatic hole distribution unit is matched with the laser unit to position slotting holes according to exploration data of the geological survey unit, the slotting holes comprise three large-diameter main holes formed in the middle and a plurality of first-stage blasting holes surrounding the three main holes and located among the three main holes, and the first-stage blasting holes are communicated with the main holes. By arranging the geological survey unit, the automatic hole distribution unit, the charge calculation unit, the explosion point planning unit, the particle composite vibration reduction device, the fixed-point magnetic field adjusting unit and the control unit, all the units work cooperatively through the control unit, and the problems that a traditional explosion system depends on an empirical formula, and a vibration reduction device is passive and cannot dynamically adapt to rock stratum changes are solved; the blasting precision is improved, surrounding rock damage is reduced, and the vibration reduction efficiency is enhanced.

Description

Technical Field

[0001] The present invention relates to a blasting system for roadway tunneling and its construction method, belonging to the technical field of roadway construction. Background Art

[0002] Blasting for roadway tunneling refers to a technical method in underground mines, tunnels and other projects, which breaks rock masses by precisely controlling the explosion energy of explosives to form a roadway space meeting the design requirements. As the core technology of geotechnical engineering, its essence is to achieve controllable rock mass fragmentation through the conversion of chemical energy into mechanical energy.

[0003] In the roadway tunneling project of mines, blasting technology is the key means to improve construction efficiency. Due to the significant differences in the influence of rock formations with different hardness and joint development degrees on the propagation of blasting vibration, traditional fixed vibration damping devices are difficult to adapt to variable working conditions.

[0004] The existing empty hole and explosive filling mostly rely on empirical formulas and do not dynamically optimize in combination with the bulking factor. The shock waves generated by explosive blasting will propagate to the surrounding rock, which will reduce the stability of the roadway. And because the existing vibration damping (such as vibration damping holes, rubber pads, etc.) are mostly passive structures, they cannot dynamically adapt to different rock formation conditions, resulting in low vibration damping efficiency.

[0005] Therefore, the purpose of this research is to design a blasting system for roadway tunneling that can dynamically absorb the energy of blasting vibration and reduce the disturbance to the surrounding rock. Summary of the Invention

[0006] Aiming at the deficiencies of the existing technology, the purpose of the present invention is to provide a blasting system for roadway tunneling and its construction method to solve the problems of the existing technology.

[0007] To achieve the above purpose, the present invention is realized through the following technical solutions: A blasting system for roadway tunneling includes: a geological survey unit for surveying the structure type and state of soft rock formations; An automatic hole layout unit, according to the exploration data of the geological survey unit, locates the positions of cut holes through the cooperation of the automatic hole layout unit and a laser unit. The cut holes include three large-diameter main holes arranged in the middle, and a number of primary blasting holes arranged around the three main holes and between the three main holes, a number of secondary blasting holes arranged around the primary blasting holes, and a number of tertiary blasting holes arranged around the secondary blasting holes; A charge calculation unit, according to the different structures of soft rock formations, sets the charge parameters of the primary blasting holes, secondary blasting holes, and tertiary blasting holes through the charge calculation unit; A detonation point planning unit, by detecting the internal rock formation structure of multiple tertiary blasting holes, obtains the vulnerable areas with more cracks in the tertiary blasting holes; Particle composite vibration damping device, controlling blasting vibration by filling the three-stage blasting holes with the particle composite vibration damping device, the particle composite vibration damping device comprising: A number of adaptive clamping devices for clamping explosive pipes, and a connecting rod connecting a plurality of the adaptive clamping devices, the inside of the connecting rod being hollow, and the hollow parts of adjacent connecting rods being interconnected, and through holes communicating with the three-stage blasting holes being provided on the side surface of the connecting rod; Through the cooperation of the hollow part of the connecting rod and the through hole, damping balls are filled into the three-stage blasting holes between the two explosive pipes and the three-stage blasting holes on the side of the explosive pipe away from the two-stage blasting hole, the outer surface of the damping ball is covered with a honeycomb structure, and the inside of the damping ball is filled with silicon-based magnetorheological fluid; Fixed-point magnetic field adjustment unit, through the geological exploration unit, monitoring the rock formation state of the relatively vulnerable area in the three-stage blasting hole after exploration explosion, and adjusting the viscosity of the silicon-based magnetorheological fluid inside the damping ball through the fixed-point magnetic field adjustment unit; Control unit, the control unit is electrically connected to the fixed-point magnetic field adjustment unit, the blasting point planning unit, the geological exploration unit, the automatic hole layout unit, and the charge calculation unit.

[0008] The calculation of the automatic hole layout unit includes: Determination of the main hole diameter D: ; D: main hole diameter (mm), d: charge hole diameter (mm), k1: empirical coefficient (1.5 - 2 for soft rock, 2 - 2.5 for medium-hard rock, 2.5 - 3 for hard rock); Calculation of the main hole spacing S: ; S: main hole spacing (mm), k2: stress wave superposition coefficient (4 - 5 for soft rock, 3 - 4 for medium-hard rock, 3 for hard rock); Verification of the number n of empty holes, ; R: radius of the crushed zone of the charge hole (m), r: radius of the main hole (m), η: swell coefficient (1.5 - 1.6 for loose rock, 1.3 - 1.4 for medium-hard rock, 1.1 - 1.2 for hard rock); The first-stage blasting hole is adjacent to the main hole: Minimum spacing X (constrained by swelling): ; k3: correction coefficient (adjusted according to the rock formation strength, 3 - 4 for soft rock, 2 - 3 for hard rock); Hole spacing ; k4: safety redundancy coefficient (0.7 - 0.9, taking the smaller value for soft rock and the larger value for hard rock); Quantity N1 distribution: ; m: The number of primary blasting holes around each main hole (usually 2 - 3 holes are taken). Secondary blasting holes: Hole spacing ; , : The diameter of adjacent blasting holes (mm). Distribution of the number N2: ; n1: The number of secondary blasting holes in each circle. Tertiary blasting holes; Hole spacing s3: ; : The diameter of tertiary blasting holes (mm). Distribution of the number N3: ; L: The length of the roadway contour line (m), and the relatively vulnerable area needs to be avoided.

[0009] As a further improvement, the blasting point planning unit includes a detection rod extending into the inner part of the cut hole, and a depth measurement unit and a rock formation state detection sensor installed on the detection rod. The depth measurement unit is specifically a triaxial accelerometer and a gyroscope, and the spatial attitude and depth change of the detection rod are tracked in real time through integral operation. The rock formation state detection sensor is specifically an acoustic wave probe. During the process of inserting into the cut hole, acoustic wave detection is carried out on the rock formation at the corresponding depth. By emitting ultrasonic waves of 50 - 500 kHz and analyzing the wave impedance of the rock formation through receiving the reflected waves. , where ρ: density. : Longitudinal wave velocity; if the wave velocity suddenly drops, it is a soft interlayer or a fault, and if the acoustic wave amplitude attenuates, it is a highly porous fractured zone.

[0010] As a further improvement, the charge calculation unit calculates the charge amounts of the first blasting hole and the second blasting hole according to , and calculates the charge amounts of the first blasting hole and the second blasting hole according to the formula. Q: Charge amount per hole (kg), q: Explosive consumption per unit volume of rock (kg / m³), which is determined according to the lithology, V: Blasting volume per hole (m³), V = 4πd2 ⋅ L (d: hole diameter, L: hole depth), η: Swelling coefficient (1.5 - 1.6 for loose rock, 1.3 - 1.4 for medium-hard rock, 1.1 - 1.2 for hard rock). When there is a vulnerable area in the tertiary blasting holes, the vulnerable area is avoided, and the avoidance distance , where the depth range of the vulnerable area is marked by the detection rod sensor. ; The charge calculation unit calculates the charge amount of the third blasting hole according to , and calculates the charge amount of the third blasting hole.

[0011] As a further improvement, the adaptive clamping device includes a hollow main rod, an extension portion provided on one side of the main rod, a plurality of locking holes penetrating through the extension portion, and a strap fixedly installed on the extension portion below the locking holes. After the strap is wound around the explosive tube, it is inserted into the locking holes for fixation, thereby connecting and fixing the explosive tube to the main rod.

[0012] As a further improvement, a locking bar is inclinedly arranged in the locking hole, the thickness of the locking bar is 1 / 4 of the locking hole, a tooth surface is inclinedly arranged on one side of the strap. When the strap is inserted into the locking hole, the tooth surface faces the inclined surface of the locking bar, enabling the strap to be easily inserted into the locking hole. When the strap is pulled out of the locking hole, the tooth surface is opposite to the inclined surface of the locking bar.

[0013] As a further improvement, a groove is provided on one side of the explosive tube, the groove is matched with the main rod, external threads are provided at both ends of the main rod to form a first installation portion, internal threads are provided inside both ends of the connecting rod to form a second installation portion, and a plurality of the main rods are connected by the connecting rod through the threaded cooperation of the first installation portion and the second installation portion.

[0014] As a further improvement, the diameter of the shock-absorbing ball is 5 mm - 20 mm, the skin thickness of those with a diameter ≤ 10 mm is 0.5 - 0.8 mm, and the skin thickness of those with a diameter > 15 mm is 1.0 - 1.5 mm. The skin is made of polyurethane material, and the filling rate of the silicon-based magnetorheological fluid inside the shock-absorbing ball is 90%.

[0015] The beneficial effects of the present invention are as follows: By providing a geological exploration unit, an automatic hole layout unit, a charge calculation unit, a blasting point planning unit, a particle composite shock-absorbing device, a fixed-point magnetic field adjustment unit, and a control unit, the present invention can analyze the rock formation structure in real time through geological exploration. The automatic hole layout unit combines laser positioning to dynamically adjust the layout of cut holes. The charge calculation unit optimizes the charge parameters according to different lithologies. The blasting point planning unit detects fragile areas to avoid high-risk areas. The particle composite shock-absorbing device absorbs vibration energy through shock-absorbing balls filled with silicon-based magnetorheological fluid, and the magnetic field adjustment unit dynamically changes the viscosity of the shock-absorbing balls to enhance the support. Each unit works in coordination by the control unit, solving the problems of traditional blasting systems relying on empirical formulas, passive shock-absorbing devices, and inability to dynamically adapt to rock formation changes, improving blasting accuracy, reducing surrounding rock damage, and enhancing shock-absorbing efficiency.

[0016] The main hole diameter, spacing and multi-stage blast hole layout are dynamically calculated based on the rock formation type through the automatic hole arrangement unit. The main hole diameter and spacing are associated with the lithology through empirical coefficients, and the number of empty holes is verified according to the crushing expansion coefficient to ensure effective superposition of stress waves. The first-level blast holes are arranged around the main hole, and the second-level and third-level blast holes are expanded layer by layer and the hole spacing is optimized. Since the traditional hole arrangement is fixed, the energy utilization rate is low. The hole position distribution is optimized through dynamic parameter adjustment, the blasting energy transfer efficiency is improved, the ineffective crushing is reduced, and the problem of unstable blasting effect of traditional methods is solved.

[0017] The blasting point planning unit uses a probe rod to integrate depth measurement and rock formation state sensors, and uses a three-axis accelerometer, gyroscope and acoustic wave probe to monitor the wave impedance of the rock formation in the hole in real time and identify vulnerable areas (such as soft interlayers or broken zones). Since traditional methods cannot accurately detect the state of the rock formation in the hole, there are blind spots in blasting planning. Through real-time data feedback, the vulnerable areas are accurately marked and the charge avoidance is guided to solve the problem of accidental collapse of the surrounding rock or energy loss control during the blasting process.

[0018] The charge calculation unit dynamically adjusts the charge amount according to the lithology parameters and the range of the fragile zone, and calculates the charge amount by the single-hole blasting volume and the crushing expansion coefficient to avoid the fragile section. As the traditional fixed charge amount leads to excess or insufficient energy, the energy release intensity is optimized through precise calculation and dynamic avoidance to avoid surrounding rock damage or blasting failure caused by improper charging.

[0019] The explosive tube is fixed by the main rod, lock hole and strap structure through the adaptive clamping device. When the strap is inserted into the lock hole, the one-way locking mechanism of the tooth surface and the inclined surface of the lock strip is used to achieve rapid installation and anti-dropping. The connecting rod is connected by threads to form a hollow channel, which is convenient for filling the shock-absorbing ball. Since the traditional explosive tube is unstable and easy to shift, mechanical locking and modular splicing are used to improve the installation efficiency and stability, and solve the problem of uneven energy distribution caused by the displacement of the explosive tube during the blasting process.

[0020] The shock-absorbing ball adopts a honeycomb structure polyurethane skin, which is filled with 90% silicon-based magnetorheological fluid. The diameter and skin thickness are designed in grades according to the vibration reduction requirements. Since traditional vibration reduction materials cannot dynamically adapt to the vibration intensity, the viscosity of the silicon-based magnetorheological fluid is adjusted through the magnetic field to actively dissipate the vibration energy, solving the problem of low efficiency of passive vibration reduction devices. BRIEF DESCRIPTION OF THE DRAWINGS

[0021] In order to more clearly illustrate the technical solutions of the embodiments of the present invention, the drawings required for use in the embodiments will be briefly introduced below. It should be understood that the following drawings only show certain embodiments of the present invention and therefore should not be regarded as limiting the scope. For ordinary technicians in this field, other related drawings can be obtained based on these drawings without paying creative work.

[0022] Figure 1 It is a structural schematic diagram of the present invention.

[0023] Figure 2 It is a front view of the present invention.

[0024] Figure 3 It is a structural schematic diagram of the particle composite vibration damping device of the present invention.

[0025] Figure 4 It is a schematic diagram of partial enlargement and partial enlarged section of the particle composite vibration damping device of the present invention.

[0026] Figure 5 It is Figure 4 a schematic diagram of the partial enlarged section structure at position A in

[0027] Figure 6 It is a schematic diagram of the internal structure of the damping ball of the present invention.

[0028] Figure 7 It is a schematic diagram of unit module control of a blasting system for roadway tunneling of the present invention.

[0029] Figure 8 It is a step diagram of a blasting construction method for roadway tunneling of the present invention.

[0030] 1. Geological survey unit; 2. Automatic hole layout unit; 3. Laser unit; 4. Main hole; 41. Primary blasting hole; 42. Secondary blasting hole; 43. Tertiary blasting hole; 5. Charge calculation unit; 6. Explosion point planning unit; 7. Particle composite vibration damping device; 8. Control unit; 71. Connecting rod; 72. Through hole; 73. Damping ball; 731. Honeycomb structure; 732. Silicon-based magnetorheological fluid; 74. Fixed-point magnetic field adjustment unit; 61. Depth measurement unit; 62. Rock stratum state detection sensor; 75. Main rod; 751. Extension part; 752. Lock hole; 753. Band; 754. Lock bar; 755. Tooth surface; 756. First installation part; 757. Second installation part; 76. Explosive pipe; 761. Groove. Detailed implementation mode

[0031] To make the objectives, technical solutions, and advantages of the embodiments of the present invention clearer, the following will clearly and completely describe the technical solutions in the embodiments of the present invention with reference to the accompanying drawings in the embodiments of the present invention. Obviously, the described embodiments are part of the embodiments of the present invention, rather than all of the embodiments. Based on the embodiments of the present invention, all other embodiments obtained by those of ordinary skill in the art without creative efforts belong to the scope of protection of the present invention. Therefore, the following detailed description of the embodiments of the present invention provided in the accompanying drawings is not intended to limit the scope of the claimed present invention, but merely represents selected embodiments of the present invention. Based on the embodiments of the present invention, all other embodiments obtained by those of ordinary skill in the art without creative efforts belong to the scope of protection of the present invention.

[0032] In the description of the present invention, the terms "first" and "second" are only used for descriptive purposes and cannot be construed as indicating or implying relative importance or implicitly specifying the quantity of the indicated technical features. Thus, the features defined with "first" and "second" may explicitly or implicitly include one or more of such features. In the description of the present invention, "a plurality" means two or more, unless otherwise specifically defined.

[0033] Example 1 Refer to Figures 1-8 As shown, a blasting system for roadway tunneling includes: A geological survey unit 1 for surveying the structural type and state of soft rock strata; An automatic hole layout unit 2, according to the exploration data of the geological survey unit 1, locates the positions of cut holes through the cooperation of the automatic hole layout unit 2 and a laser unit 3. The cut holes include three large-diameter main holes 4 arranged in the middle, several first-level blasting holes 41 surrounding the three main holes 4 and located between the three main holes 4, several second-level blasting holes 42 arranged around the first-level blasting holes 41, and several third-level blasting holes 43 arranged around the second-level blasting holes 42; A charge calculation unit 5, according to the different structures of the soft rock strata through the charge calculation unit 5, sets the charge parameters of the first-level blasting holes 41, the second-level blasting holes 42, and the third-level blasting holes 43; A detonation point planning unit 6, by detecting the internal rock stratum structure of multiple third-level blasting holes 43, obtains the vulnerable areas with more cracks in the third-level blasting holes 43; A particle composite vibration damping device 7, through the particle composite vibration damping device 7, fills the third-level blasting holes 43 to control blasting vibration. The particle composite vibration damping device 7 includes: A number of adaptive clamping devices for clamping explosive tubes 76, and a connecting rod 71 connecting multiple said adaptive clamping devices. The inside of the connecting rod 71 is hollow, and the hollow parts of adjacent connecting rods 71 communicate with each other. A through hole 72 communicating with the tertiary blasting hole 43 is provided on the side of the connecting rod 71; Through the cooperation of the hollow part of the connecting rod 71 and the through hole 72, shock-absorbing balls 73 are filled into the tertiary blasting hole 43 between the two explosive tubes 76 and the tertiary blasting hole 43 on the side of the explosive tube 76 away from the secondary blasting hole 42. The outer surface of the shock-absorbing ball 73 is covered with a honeycomb structure 731, and the inside of the shock-absorbing ball 73 is filled with silicon-based magnetorheological fluid 732; A fixed-point magnetic field adjustment unit 74, through the geological survey unit 1, monitors the rock formation state in the relatively vulnerable area in the tertiary blasting hole 43 after exploration and explosion, and adjusts according to the viscosity of the silicon-based magnetorheological fluid 732 inside the shock-absorbing ball 73 through the fixed-point magnetic field adjustment unit 74; A control unit 8, the control unit 8 is electrically connected to the fixed-point magnetic field adjustment unit 74, the detonation point planning unit 6, the geological survey unit 1, the automatic hole layout unit 2, and the charge calculation unit 5; It also includes an integrated vibration sensor and a 5G transmission unit electrically connected to the control unit 8.

[0034] Among them, the control unit 8 is an externally provided controller, which controls and views various information parameters of the blasting through the controller, interacts with external devices through the 5G transmission unit, and cooperates with the integrated vibration sensor to collect rock formation data during the blasting process. The primary, secondary, and tertiary blasting holes 43 are all charge holes.

[0035] By setting the geological survey unit 1, the automatic hole layout unit 2, the charge calculation unit 5, the detonation point planning unit 6, the particle composite shock absorption device 7, the fixed-point magnetic field adjustment unit 74 and the control unit 8. The rock formation structure is analyzed in real time through geological survey, the automatic hole layout unit 2 dynamically adjusts the cut hole layout in combination with laser positioning, the charge calculation unit 5 optimizes the charge parameters according to different rock properties, the detonation point planning unit 6 detects the vulnerable area to avoid high-risk areas, and the particle composite shock absorption device 7 absorbs vibration energy through the shock-absorbing ball 73 filled with silicon-based magnetorheological fluid 732, and the magnetic field adjustment unit dynamically changes the viscosity of the shock-absorbing ball 73 to enhance the support. Each unit works together under the coordination of the control unit 8, solving the problems of the traditional blasting system relying on empirical formulas, the shock absorption device being passive, and being unable to dynamically adapt to the changes of the rock formation, improving the blasting accuracy, reducing the damage to the surrounding rock and enhancing the shock absorption efficiency.

[0036] The calculation of the automatic hole layout unit 2 includes: Determination of the diameter D of the main hole 4: ; D: Diameter of the main hole 4 (mm), : Charging hole diameter (mm), k1: Empirical coefficient (1.5 - 2 for soft rock, 2 - 2.5 for medium-hard rock, 2.5 - 3 for hard rock); Calculation of the spacing S of the main holes 4: ; S: Spacing of the main holes 4 (mm), k2: Stress wave superposition coefficient (4 - 5 for soft rock, 3 - 4 for medium-hard rock, 3 for hard rock).

[0037] Verification of the number n of empty holes, ; R: Radius of the crushed zone of the charging hole (m), r: Radius of the main hole 4 (m), η: Swelling coefficient (1.5 - 1.6 for loose rock, 1.3 - 1.4 for medium-hard rock, 1.1 - 1.2 for hard rock); Adjacent to the main hole 4 is the first-level blasting hole 41: Minimum spacing X (constrained by swelling): ; k3: Correction coefficient (adjusted according to the rock formation strength, 3 - 4 for soft rock, 2 - 3 for hard rock); Hole spacing ; k4: Safety redundancy coefficient (0.7 - 0.9, smaller value for soft rock, larger value for hard rock); Distribution of the quantity N1: ; m: Quantity of the first-level blasting holes 41 around each main hole 4 (usually 2 - 3); Second-level blasting hole 42: Hole spacing

[0038] , : Diameter of adjacent blasting holes (mm); Distribution of the quantity N2: ; n1: Quantity of the second-level blasting holes 42 in each circle; Third-level blasting hole 43; Hole spacing s3:

[0039] : Diameter of the third-level blasting hole 43 (mm); Distribution of the quantity N3: ; L: Length of the roadway contour line (m), and relatively vulnerable areas need to be avoided.

[0040] For the layout of the hole diameters, the above formulas are used for reasoning.

[0041] Such as Figure 2As shown, the hole a1 in the figure is the main hole 4, the holes a2-a4 are the primary blasting holes 41, the holes a5-a8 are the secondary blasting holes 42, and the holes a9 and a10 are the tertiary blasting holes 43.

[0042] The diameter, spacing and layout of multi-stage blasting holes of the main hole 4 are dynamically calculated based on the rock formation type by the automatic hole arrangement unit 2. The diameter and spacing of the main hole 4 are associated with the lithology through empirical coefficients, and the number of empty holes is verified according to the crushing expansion coefficient to ensure the effective superposition of stress waves. The first-level blasting holes 41 are arranged around the main hole 4, and the second-level and third-level blasting holes 43 are expanded outward layer by layer and the hole spacing is optimized. Since the traditional hole arrangement is fixed, the energy utilization rate is low. The hole position distribution is optimized by dynamic parameter adjustment, the blasting energy transfer efficiency is improved, the ineffective crushing is reduced, and the problem of unstable blasting effect of traditional methods is solved.

[0043] The blasting point planning unit 6 uses a probe rod to integrate depth measurement and rock formation state sensors, and uses a three-axis accelerometer, gyroscope and acoustic wave probe to monitor the wave impedance of the rock formation in the hole in real time to identify vulnerable areas (such as soft interlayers or broken zones). Since traditional methods cannot accurately detect the state of the rock formation in the hole, there are blind spots in blasting planning. Through real-time data feedback, the vulnerable areas are accurately marked and the charge avoidance is guided to solve the problem of accidental collapse of the surrounding rock or energy loss control during the blasting process.

[0044] The explosion point planning unit 6 includes a detection rod that penetrates into the slot hole, and a depth measurement unit 61 and a rock formation state detection sensor 62 installed on the detection rod; The depth measurement unit 61 is specifically a three-axis accelerometer and a gyroscope, which tracks the spatial posture and depth changes of the probe rod in real time through integration operations; The rock formation state detection sensor 62 is specifically an acoustic wave probe, which detects the rock formation at the corresponding depth during the insertion of the slot hole, emits 50-500kHz ultrasonic waves, and analyzes the rock formation wave impedance by receiving reflected waves. , where ρ: density, : P-wave velocity; if the wave velocity drops suddenly, it is a soft interlayer or fault; if the acoustic wave amplitude decays, it is a high-porosity fracture zone.

[0045] The charge calculation unit 5 dynamically adjusts the charge amount according to the rock parameters and the range of the fragile zone, and calculates the charge amount according to the single-hole blasting volume and the crushing expansion coefficient to avoid the fragile section. Since the traditional fixed charge amount leads to excess or insufficient energy, the energy release intensity is optimized through precise calculation and dynamic avoidance to avoid surrounding rock damage or blasting failure caused by improper charging. Specifically, the charge calculation unit is based on , the formula is used to calculate the charge amount of the first blasting hole and the second blasting hole; Q: Charge amount per single hole (kg), q: Explosive consumption per unit rock (kg / m³), which is determined according to the lithology, V: Blasting volume of a single hole (m³), V = 4πd2⋅L (d: Hole diameter, L: Hole depth), η: Swelling coefficient (1.5 - 1.6 for loose rock, 1.3 - 1.4 for medium-hard rock, 1.1 - 1.2 for hard rock); When there is a fragile area in the third-level blasting hole 43, avoid the fragile area, and the avoidance distance from the fragile area , where the depth range of the fragile area is marked by the detection rod sensor ; The charge calculation unit calculates the charge amount of the third blasting hole according to .

[0046] Before the installation of the explosive tube 76, a plurality of the main rods 75 are connected to the connecting rod 71 to form a detection rod, and the depth measurement unit 61 and the rock formation state detection sensor 62 are embedded and installed in adjacent through holes 72; When the explosive tube 76 is installed, the depth measurement unit 61 and the rock formation state detection sensor 62 are removed from the through hole 72.

[0047] The explosive tube 76 is fixed by the adaptive clamping device through the main rod 75, the lock hole 752 and the strap 753 structure. When the strap 753 is inserted into the lock hole 752, the one-way locking mechanism of the tooth surface 755 and the inclined surface of the lock bar 754 is used to achieve rapid installation and anti-disconnection. The connecting rod 71 forms a hollow channel through threaded connection, which is convenient for filling the shock-absorbing ball 73. Since the traditional explosive tube 76 is not fixed firmly and is easy to shift, through mechanical locking and modular splicing, the installation efficiency and stability are improved, and the problem of uneven energy distribution caused by the shift of the explosive tube 76 during blasting is solved. Specifically: The adaptive clamping device includes a hollow main rod 75, an extension 751 arranged on one side of the main rod 75, a plurality of lock holes 752 penetrating through the extension 751, and a strap 753 fixedly installed on the extension 751 below the lock holes 752. After the strap 753 winds around the explosive tube 76, it is inserted into the lock hole 752 to fix the explosive tube 76 to the main rod 75.

[0048] As Figure 5 shown, a lock bar 754 is inclined in the lock hole 752, the thickness of the lock bar 754 is 1 / 4 of the lock hole 7521, and a tooth surface 755 is inclined on one side of the strap 753. When the strap 753 is inserted into the lock hole 752, the tooth surface 755 is opposite to the inclined surface of the lock bar 754, so that the strap 753 can be easily inserted into the lock hole 752. When the strap 753 is pulled out of the lock hole 752, the tooth surface 755 is opposite to the inclined surface of the lock bar 754.

[0049] As Figure 4As shown in the figure, a groove 761 is provided on one side of the explosive tube 76. The groove 761 matches the main rod 75. External threads are provided at both ends of the main rod 75 to form a first installation part 756. Internal threads are provided inside both ends of the connecting rod 71 to form a second installation part 757. Through the threaded fit between the first installation part 756 and the second installation part, a plurality of the main rods 75 are connected by the connecting rod 71.

[0050] The shock-absorbing ball 73 adopts a honeycomb structure 731 polyurethane skin, and 90% silicon-based magnetorheological fluid 732 is filled inside. The diameter and skin thickness are designed in grades according to the shock-absorbing requirements. Since traditional shock-absorbing materials cannot dynamically adapt to the vibration intensity, the viscosity of the silicon-based magnetorheological fluid 732 is adjusted by a magnetic field to actively dissipate vibration energy, solving the problem of low efficiency of passive shock-absorbing devices. The diameter of the shock-absorbing ball 73 is 5 mm - 20 mm, where the skin thickness of the diameter ≤ 10 mm is 0.5 - 0.8 mm, and the skin thickness of the diameter > 15 mm is 1.0 - 1.5 mm. The skin is made of polyurethane material, and the filling rate of the silicon-based magnetorheological fluid 732 inside the shock-absorbing ball 73 is 90%.

[0051] Among them, the fixed-point magnetic field regulation unit 74 uses an integrated and controllable electromagnetic device as an external device, which is arranged around the outside of the blasting hole and is used to implement local magnetic field control on the shock-absorbing balls 73 filled in the third-level blasting hole 43. A plurality of independently controlled small electromagnetic coils are arranged along the axial direction of the blasting hole, and can be energized separately to generate a directional magnetic field. According to the geological survey and the feedback data of the vibration sensor, the required magnetic field intensity and action area are calculated in real time. By applying a controllable magnetic field to the silicon-based magnetorheological fluid 732 in the shock-absorbing ball 73, its rheological characteristics (rapidly changing from a liquid state to a quasi-solid state) are changed, so as to regulate the response ability of the shock-absorbing ball 73 to external vibrations and achieve "active shock absorption".

[0052] When a violent impact occurs during the blasting process, causing some of the shock-absorbing balls 73 to rupture, the internal silicon-based magnetorheological fluid 732 leaks and penetrates into the surrounding rock fractures, the fixed-point magnetic field regulation unit 74 will be activated immediately: Increase the magnetic field intensity in the electromagnetic coils near the rupture area to guide the outflowing magnetorheological fluid to penetrate along the rock fractures, and use the magnetic field adsorption effect to enhance its distribution density in the weak area; By applying a high-intensity magnetic field (up to more than 1 T), the magnetorheological fluid is instantaneously solidified to form a cemented structure with a certain bearing capacity, filling the rock voids and improving the shear resistance of the surrounding rock; The magnetorheological fluid under the action of the magnetic field can form a "liquid column - solid bridge" structure in the rock fractures, playing a temporary support role and inhibiting further collapse; The vibration sensor continuously monitors the deformation of the roadway wall surface, and the magnetic field regulation unit automatically adjusts the magnetic field intensity of each area according to the feedback signal to maintain the optimal support state.

[0053] A construction method for blasting in roadway tunneling, the steps of which include: S1: Geological survey and analysis of rock stratum conditions, identifying the soft rock stratum structure and the distribution of vulnerable areas; S11: Deploy geological survey units; Insert a detection rod into the cut hole, and use the following sensors to collect data: Through an acoustic wave probe, emit ultrasonic waves of 50~500kHz, receive the reflected wave and analyze the wave impedance of the rock stratum , identify weak interlayers (wave velocity sudden drop > 15%) or highly porous fractured zones (amplitude attenuation > 40%); Through a triaxial accelerometer and a gyroscope, perform integral operation to track the spatial attitude of the detection rod, and record the depth change in real time (accuracy ±0.1mm); S12: Generate a map of vulnerable areas of the rock stratum, calculate the vulnerability index F through the fuzzy comprehensive evaluation method, mark the area with F>0.7 as a high-risk vulnerable area, and input it into the detonation point planning unit; S2: Hole layout and cut hole positioning, dynamically adjust the layout of the main hole 4 and multi-stage blasting holes based on geological data, and optimize the stress wave superposition effect; S21: Setting parameters of the main hole 4, according to the formula , determine the diameter and spacing of the main hole 4 (take k1 = 1.5~2, k2 = 4~5 for soft rock); S22: Layout of multi-stage blasting holes, the first-stage blasting holes 41 are arranged around the triangular vertices of the main hole 4, and the hole spacing ; The second-stage blasting holes 42 are annularly distributed outside the first-stage blasting holes 41, and the hole spacing ; The third-stage blasting holes 43 are arranged in a single row along the roadway contour line, avoiding the stable area with F>0.6, and the hole spacing ; S23: Laser-assisted positioning, calibrate the attitude of the drill rig through a laser rangefinder (the correction accuracy of the deflection angle is ±0.1°), and ensure that the hole position error ≤ 5mm.

[0054] S3: Drilling construction and dynamic marking of vulnerable areas, complete the drilling of the cut hole group, synchronously update the vulnerable area information and guide the subsequent charging strategy; S31: Hierarchical drilling operation, the main hole 4 is drilled first, the diameter range of the main hole 4 is 133.5~267mm, and then the first, second, and third-stage blasting holes 43 are completed in sequence, and their diameters are reduced to 64mm. During the drilling process, continuously monitor the rock stratum changes through the detection rod sensor, and correct the hole depth and angle in real time; S32: Avoidance marking of vulnerable areas, if the third-stage blasting hole 43 exposes the section with F>0.7, mark the depth range Z1~Z2, and move it to the adjacent stable section during subsequent charging ; S4: Charge parameter setting and explosive installation, accurately control charge quantity according to lithology and distribution of vulnerable areas to avoid uncontrolled release of energy.

[0055] S41: Calculation of charge quantity, ; Soft rock (q = 0.8 ~ 1.2 kg / m3, η = 1.5 ~ 1.6); Hard rock (q = 1.0 ~ 1.5 kg / m3, η = 1.1 ~ 1.2); S42: Explosive installation avoidance, the first / secondary blasting holes 42 are preferentially arranged in the F>0.7 area, the third-level blasting holes 43 avoid the vulnerable section, and the adaptive clamping device is used to fix the explosive tube 76: By locking with the strap 753, the strap 753 is wound around the explosive tube 76. When one end of the strap 753 is inserted into the lock hole 752, the tooth surface 755 of the strap 753 cooperates with the inclined surface of the lock bar 754 in the lock hole 752 to achieve one-way locking, and the pull-out resistance is increased; The main rod 75 is quickly spliced ​​through the external thread and the internal thread of the connecting rod 71 to ensure that the filling channel is unobstructed; S5: Vibration-damping particle filling and magnetic field regulation, through the synergistic effect of the silicon-based magnetorheological fluid 732 damping ball 73 and the fixed-point magnetic field, the propagation of blasting vibration is suppressed; S51: The shock-absorbing ball 73 is filled with polyurethane particles of a honeycomb structure 731 with a diameter of 5 to 20 mm, the surface thickness of which is 0.5 to 1.5 mm, and the filling rate of the silicon-based magnetorheological fluid 732 is 90%. The shock-absorbing ball 73 is directionally transported to the target area through the hollow channel of the connecting rod 71 and the through hole 72; Focus on filling the explosive tube 76 and the third-level blasting hole 43 far away from the second-level blasting hole 42 to improve energy dissipation efficiency; S52: Dynamic adjustment of magnetic field, normal mode is to energize the whole coil to B=0.5T, viscosity, allowing moderate buffering; The strengthening mode is to increase the current of the fragile area to 120% of the rated value, so that B=1.0T, the viscosity jumps to, and a rigid support skeleton is formed; S6: blasting the primary blasting hole 41, the secondary blasting hole 42, and the tertiary blasting hole 43 step by step, and controlling the tertiary blasting hole 43 to avoid the resonance frequency; S61: Detonation sequence control, first the first blasting hole 41 to the second blasting hole 42 is delayed by 5 to 10 ms, and the second blasting hole 42 to the third blasting hole 43 is detonated at the latest by 3 to 5 s to avoid the resonance frequency.

[0056] Example 2 This embodiment is basically the same as the embodiment 1, except that the calculation of the main hole 4 is as follows: The first-level, second-level, and third-level blasting holes 43 are all charge holes, and the volume of the broken and expanded ore and rock blasted from the charge holes is less than or equal to the sum of the volume of the empty holes and the original volume of this part of the ore and rock. From this, the calculation formula for the minimum distance X required between the empty holes and the charge holes can be obtained: ; Among them, X is the minimum distance between the main hole 4 and the first-level blasting opening, D is the diameter of the empty hole (mm), and d is the diameter of the charge hole (mm).

[0057] During the blasting test, the diameter of the first-level blasting is 89 mm, the drilling diameter of the empty hole is 200 mm, and the swell factor of the ore and rock is 1.55. According to the above formula, the minimum distance X between the main hole 4 and the first-level blasting is X ≤ 603.8 mm.

[0058] Selection of the diameter (D) of the large-diameter deep main hole 4. Usually, the diameter of the empty hole needs to be larger than that of the charge hole to provide sufficient compensation space. The commonly used empirical formula is: D = (1.5 - 3)d; Among them: d: the diameter of the charge hole (d = 89 mm). Therefore, the selection range of the large hole diameter is between 133.5 and 267 mm; Calculation of the empty hole spacing (s). The empty hole spacing needs to ensure the effective superposition of stress waves and form a continuous free surface. The empirical formula is: S = (3 - 5)D; That is: the empty hole spacing is 3 to 5 times its diameter. The empty hole spacing can be selected as: 600 - 1000 mm; Calculation of the number of empty holes (n). Combining with the compensation space formula, verify whether the number of empty holes meets the swelling requirements: ; Among them: R: the radius of the crushed zone of the charge hole, generally taken as 5 - 10 cm; r: the radius of the empty hole (r = D / 2), taken as 100 mm; : swell factor (for loose rock, take 1.55). It is calculated that n ≥ 1 (rounded up), and the main hole 4 is 3 empty holes with a diameter of 200 mm.

[0059] It should be noted that the device structure and drawings of the present invention mainly describe the principle of the present invention. On the basis of the technical design principle, the settings of the power mechanism, power supply system, and control system of the device are not fully described. However, on the premise that those skilled in the art understand the principle of the above invention, the specific details of its power mechanism, power supply system, and control system can be clearly known. The control method of the application document is automatically controlled by a controller, and the control circuit of the controller can be realized by simple programming by those skilled in the art; The standard parts used can all be purchased from the market, and can also be customized according to the descriptions in the specification and the drawings. The specific connection methods of each part all adopt conventional means such as bolts, rivets, welding, etc. that are mature in the prior art. The machinery, parts and equipment all adopt conventional models in the prior art, and the components known to those skilled in the art, their structures and principles can all be learned by those skilled in the art through technical manuals or obtained through conventional experimental methods.

[0060] The above are only the preferred embodiments of the present invention and are not intended to limit the present invention. For those skilled in the art, the present invention can have various modifications and changes. Any modification, equivalent replacement, improvement, etc. made within the spirit and principle of the present invention shall be included within the protection scope of the present invention.

Claims

1. A blasting system for roadway tunneling, comprising: A geological survey unit for surveying the rock layer structure type and state of soft rock; An automatic hole layout unit. According to the exploration data of the geological survey unit, the position of the cut holes is located by the cooperation of the automatic hole layout unit and the laser unit. The cut holes include three large-diameter main holes arranged in the middle, several first-level blasting holes arranged around the three main holes and between the three main holes, several second-level blasting holes arranged around the first-level blasting holes, and several third-level blasting holes arranged around the second-level blasting holes; A charge calculation unit for setting the charge parameters of the first-level blasting holes, second-level blasting holes, and third-level blasting holes according to the different rock layer structures of the soft rock through the charge calculation unit; A detonation point planning unit for obtaining the vulnerable areas with more cracks in the third-level blasting holes by detecting the rock layer structures inside multiple third-level blasting holes; A particle composite vibration damping device for filling the third-level blasting holes through the particle composite vibration damping device to control blasting vibration. The particle composite vibration damping device includes: Several adaptive clamping devices for clamping explosive pipes, and a connecting rod connecting multiple adaptive clamping devices. The inside of the connecting rod is hollow, and the hollow parts of adjacent connecting rods communicate with each other. Through holes communicating with the third-level blasting holes are arranged on the side of the connecting rod; Through the cooperation of the hollow part of the connecting rod and the through holes, shock-absorbing balls are filled into the third-level blasting holes between the two explosive pipes and the third-level blasting holes on the side of the explosive pipes away from the second-level blasting holes. The outer surface of the shock-absorbing balls is covered with a honeycomb structure, and the inside of the shock-absorbing balls is filled with silicon-based magnetorheological fluid; A fixed-point magnetic field adjustment unit for monitoring the rock layer state of the relatively vulnerable areas in the third-level blasting holes after exploration explosion through the geological survey unit, and adjusting the viscosity of the silicon-based magnetorheological fluid inside the shock-absorbing balls through the fixed-point magnetic field adjustment unit; A control unit, which is electrically connected to the fixed-point magnetic field adjustment unit, detonation point planning unit, geological survey unit, automatic hole layout unit, and charge calculation unit.

2. The blasting system for roadway tunneling according to claim 1, wherein: The calculation of the automatic hole layout unit includes: Determination of the main hole diameter D: ; D: Main hole diameter in mm, d: Charge hole diameter in mm, k1: Empirical coefficient, taking 1.5 - 2 for soft rock, 2 - 2.5 for medium-hard rock, and 2.5 - 3 for hard rock; Calculation of the main hole spacing S: ; S: Main hole spacing in mm, k2: Stress wave superposition coefficient, taking 4 - 5 for soft rock, 3 - 4 for medium-hard rock, and 3 for hard rock; Verification of the number of empty holes n ; R: Radius of the crushed zone of the charge hole in mm, r: Radius of the main hole in mm, η: Swelling coefficient, taking 1.5 - 1.6 for loose rock, 1.3 - 1.4 for medium-hard rock, and 1.1 - 1.2 for hard rock; The first-level blasting holes are adjacent to the main holes: Minimum pitch X: ; k3: Correction coefficient adjusted according to the rock layer strength, taking 3 - 4 for soft rock and 2 - 3 for hard rock; Hole pitch ; k4: Safety redundancy coefficient range is 0.7 - 0.9, taking the smaller value for soft rock and the larger value for hard rock; Quantity N1 distribution: ; m: The number of first-level blasting holes around each main hole usually takes 2 - 3; Secondary blasting holes: hole spacing ; , : Diameter of adjacent blast holes, mm; Quantity N2 distribution: ; n1: The number of second-level blasting holes in each circle; Third-level blasting holes; Hole pitch s3: ; : Diameter of the third-level blasting holes, mm; Quantity N3 distribution: ; L: Length of the roadway contour line in m.

3. A blasting system for roadway tunneling according to claim 1, characterized in that: The detonation point planning unit includes a detection rod inserted into the cut holes and a depth measurement unit and a rock layer state detection sensor installed on the detection rod; The depth measurement unit is specifically a triaxial accelerometer and a gyroscope, which track the spatial attitude and depth change of the detection rod in real time through integral operation; The rock formation state detection sensor is specifically an acoustic wave probe, which performs acoustic wave detection on the rock formation at the corresponding depth during the process of inserting into the cut hole. By emitting ultrasonic waves of 50 - 500 kHz and analyzing the wave impedance of the rock formation through receiving the reflected waves, , where ρ: density, : longitudinal wave velocity; if the wave velocity suddenly drops, it is a soft interlayer or a fault, and if the acoustic wave amplitude attenuates, it is a highly porous fractured zone.

4. A blasting system for roadway tunneling according to claim 3, characterized in that: The charge calculation unit calculates the charges of the first blasting hole and the second blasting hole according to , and calculates the charges of the first blasting hole and the second blasting hole according to the formula; Q: Charge amount per single hole in kg, q: Explosive consumption per unit rock in kg / m³, which is determined according to the lithology, V: Blasting volume of a single hole in m³, V = 4πd2 L, where d: Hole diameter, L: Hole depth, η: Swelling coefficient, taking 1.5 - 1.6 for loose rock, 1.3 - 1.4 for medium-hard rock, and 1.1 - 1.2 for hard rock; When there is a vulnerable area in the third-level blasting holes, avoid the vulnerable area, and the avoidance distance from the vulnerable area , where the depth range of the vulnerable area is marked by a probe sensor ; The charge calculation unit calculates the charge amount of the third blast hole according to .

5. A blasting system for roadway tunneling according to claim 3 or 4, characterized in that: The adaptive clamping device includes a hollow main rod, an extension part arranged on one side of the main rod, a plurality of lock holes penetrating through the extension part, and a strap fixedly installed on the extension part below the lock holes. After the strap winds around the explosive tube, it is inserted into the lock holes for fixation, connecting and fixing the explosive tube to the main rod.

6. A blasting system for roadway tunneling according to claim 5, characterized in that: A lock bar is inclined in the lock hole, the thickness of the lock bar is 1 / 4 of the lock hole, a tooth surface is inclined on one side of the strap, when the strap is inserted into the lock hole, the tooth surface is opposite to the inclined surface of the lock bar, so that the strap can be easily inserted into the lock hole, and when the strap is pulled out of the lock hole, the tooth surface is opposite to the inclined surface of the lock bar.

7. A blasting system for roadway tunneling according to claim 6, characterized in that: A groove is arranged on one side of the explosive tube, the groove is matched with the main rod, external threads are opened at both ends of the main rod to form a first installation part, internal threads are opened at both ends of the connecting rod to form a second installation part, and through the threaded cooperation of the first installation part and the second installation part, a plurality of the main rods are connected by the connecting rod; Among them, before the explosive tube is installed, a plurality of the main rods and the connecting rod are connected to form a detection rod, and the depth measurement unit and the rock stratum state detection sensor are embedded and installed in adjacent through holes; When the explosive tube is installed, the depth measurement unit and the rock stratum state detection sensor are removed from the through hole.

8. A blasting system for roadway tunneling according to claim 7, characterized in that: The diameter of the shock-absorbing ball is 5 mm to 20 mm, the skin thickness of which is ≤ 10 mm is 0.5 to 0.8 mm, the skin thickness of which is > 15 mm is 1.0 to 1.5 mm, the skin is made of polyurethane material, and the filling rate of the silicon-based magnetorheological fluid inside the shock-absorbing ball is 90%.

9. A blasting construction method for roadway tunneling, the steps of which include: S1: Geological exploration and rock stratum state analysis, identifying the rock stratum structure and the distribution of vulnerable areas of soft rock; S2: Hole layout and cut hole positioning, dynamically adjusting the layout of main holes and multi-stage blasting holes based on geological data, and optimizing the stress wave superposition effect; S3: Drilling construction and dynamic marking of vulnerable areas, completing the drilling of the cut hole group, synchronously updating the vulnerable area information and guiding the subsequent charging strategy; S4: Charging parameter setting and explosive installation, precisely controlling the charge amount according to the lithology and the distribution of vulnerable areas to avoid uncontrolled release of energy; S5: Vibration damping particle filling and magnetic field regulation, suppressing the propagation of blasting vibration through the synergistic action of silicon-based magnetorheological fluid shock-absorbing balls and fixed-point magnetic fields; S6: Perform step-by-step blasting of primary blasting holes, secondary blasting holes, and tertiary blasting holes, and control the tertiary blasting holes to avoid the resonance frequency.

10. A blasting construction method for roadway tunneling according to claim 9, characterized in that: The step S2 includes: S21: Setting of main hole parameters. According to the formula , determine the diameter and spacing of the main holes. For soft rock, take k1 = 1.5 - 2 and k2 = 4 - 5; S22: Multi-stage blasting hole layout, with primary blasting holes arranged around the vertices of the triangle of the main hole, and the hole spacing ; The secondary blasting holes are annularly distributed around the primary blasting holes, and the hole spacing is ; The third-level blasting holes are arranged in a single row along the roadway contour line, avoiding the stable area where F > 0.6, and the hole spacing ; S23: Laser-assisted positioning, calibrating the attitude of the drill rig through a laser rangefinder, with the deflection angle correction accuracy of ±0.1°, ensuring that the hole position error ≤ 5 mm.

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