A blasting system for tunnel excavation and construction method thereof

Abstract

The present invention discloses a blasting system for tunnel excavation and a construction method thereof, comprising: a geological survey unit for surveying the structural type and state of soft rock strata; an automatic hole arrangement unit, which locates the position of slot holes by cooperating with a laser unit according to the exploration data of the geological survey unit. The slot holes include three large-diameter main holes arranged in the middle and a plurality of primary blasting holes surrounding the three main holes and arranged between the three main holes. The present invention provides a geological survey unit, an automatic hole arrangement unit, a charge calculation unit, a blasting point planning unit, a particle composite vibration reduction device, a fixed-point magnetic field adjustment unit and a control unit. The units work in coordination with the control unit, thereby solving the problems of traditional blasting systems relying on empirical formulas, passive vibration reduction devices, and inability to dynamically adapt to changes in rock strata, thereby improving blasting accuracy, reducing surrounding rock damage and enhancing vibration reduction efficiency.

Description

Technical Field

[0001] The invention relates to a blasting system for tunnel excavation and a construction method thereof, belonging to the technical field of tunnel construction. Background Art

[0002] Blasting for tunneling refers to a technical method used in underground mines, tunnels, and other projects to break up rock mass by precisely controlling the explosive energy of explosives, creating tunnel spaces that meet design requirements. As a core process in geotechnical engineering, its essence is to achieve controlled rock fragmentation through the conversion of chemical energy into mechanical energy.

[0003] In mine tunnel excavation projects, blasting technology is a key means to improve construction efficiency. Since rock strata with different hardness and degree of joint development have significant differences in their impact on the propagation of blasting vibration, traditional fixed vibration reduction devices are difficult to adapt to changing working conditions.

[0004] Existing empty holes and explosive filling mostly rely on empirical formulas without combining dynamic optimization of the expansion coefficient. The shock wave generated by the explosive blasting will propagate to the surrounding rock, which will reduce the stability of the tunnel. In addition, since the existing vibration reduction (such as vibration reduction holes, rubber pads, etc.) are mostly passive structures, they cannot dynamically adapt to different rock conditions and have low vibration reduction efficiency.

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

[0006] In view of the deficiencies in the prior art, the present invention aims to provide a blasting system for tunnel excavation and a construction method thereof to solve the problems of the prior art.

[0007] In order to achieve the above object, the present invention is implemented through the following technical solutions:

[0008] A blasting system for tunnel excavation includes: a geological survey unit for surveying the structural type and state of soft rock strata;

[0009] An automatic hole arrangement unit, which cooperates with a laser unit to locate the slot holes according to the exploration data of the geological survey unit. The slot holes include three large-diameter main holes arranged in the middle, a plurality of primary blasting holes arranged around the three main holes and between the three main holes, a plurality of secondary blasting holes arranged around the primary blasting holes, and a plurality of tertiary blasting holes arranged around the secondary blasting holes.

[0010] a charge calculation unit, through which charge parameters of the primary blasting hole, the secondary blasting hole, and the tertiary blasting hole are set according to different soft rock strata structures;

[0011] The blasting point planning unit detects the rock structure inside multiple third-level blasting holes to obtain the vulnerable areas with more cracks in the third-level blasting holes;

[0012] A particle composite vibration damping device is used to fill the three-stage blasting hole to control blasting vibration. The particle composite vibration damping device includes:

[0013] A plurality of adaptive clamping devices for clamping explosive tubes, and connecting rods connecting the plurality of the adaptive clamping devices, wherein the connecting rods are hollow inside, and the hollow parts of adjacent connecting rods are interconnected, and a through hole is provided on the side of the connecting rod to communicate with the three-stage blasting hole;

[0014] The hollow portion of the connecting rod cooperates with the through hole to form a filling channel for the shock-absorbing balls. The shock-absorbing balls are filled into the area between two adjacent explosive tubes in the same third-level blasting hole and the area of ​​the explosive tube in the same third-level blasting hole away from the second-level blasting hole. The outer surface of the shock-absorbing balls is covered with a honeycomb structure, and the interior of the shock-absorbing balls is filled with a silicon-based magnetorheological fluid.

[0015] A fixed-point magnetic field adjustment unit, which monitors the state of the rock formation in the relatively fragile area of ​​the three-level blasting hole after the exploration explosion through the geological survey unit, and adjusts the magnetic force intensity to control the viscosity of the silicon-based magnetorheological fluid inside the shock-absorbing ball through the fixed-point magnetic field adjustment unit;

[0016] A control unit is electrically connected to the fixed-point magnetic field adjustment unit, the blast point planning unit, the geological survey unit, the automatic hole arrangement unit, and the charge calculation unit.

[0017] The calculation of the automatic hole arrangement unit includes:

[0018] Determination of main hole diameter D: ;

[0019] D: main hole diameter (mm), d: 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);

[0020] Calculation of main hole spacing S: ;

[0021] S: distance between main holes (mm), k2: stress wave superposition coefficient (4-5 for soft rock, 3-4 for medium-hard rock, and 3 for hard rock);

[0022] Verification of the number of holes n, ;

[0023] R: radius of the crushing circle of the charging hole (m), r: radius of the main hole (m), η: crushing expansion coefficient (1.5-1.6 for loose rock, 1.3-1.4 for medium-hard rock, and 1.1-1.2 for hard rock);

[0024] Next to the main hole is the first-level blasting hole:

[0025] Minimum spacing X (subject to expansion constraints) ;

[0026] k3: correction factor (adjusted according to rock strength, 3-4 for soft rock and 2-3 for hard rock);

[0027] Hole spacing ;

[0028] k4: safety redundancy factor (0.7-0.9, smaller value for soft rock and larger value for hard rock);

[0029] Quantity N1 distribution: ;

[0030] m: The number of primary blasting holes around each main hole (usually 2 to 3);

[0031] Secondary blasting hole: hole spacing ;

[0032] d1, d2: diameters of adjacent blasting holes in mm;

[0033] Quantity N2 distribution: ;

[0034] n1: number of secondary blasting holes per circle;

[0035] Level 3 blasting holes;

[0036] Hole spacing

[0037] d3: diameter of the third-level blasting hole in mm;

[0038] Quantity N3 distribution: ;

[0039] L: Length of the roadway contour line (m), which must avoid relatively fragile areas.

[0040] As a further improvement, the blast point planning unit includes a probe rod extending into the cut hole, and a depth measurement unit and a rock formation state detection sensor mounted on the probe rod;

[0041] The depth measurement unit 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 operation;

[0042] The rock formation state detection sensor is specifically an acoustic wave probe, which detects the rock formation at the corresponding depth during the process of inserting the groove hole, emits 50-500kHz ultrasonic waves, and analyzes the rock formation wave impedance by receiving the 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.

[0043] As a further improvement, 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;

[0044] Q: Charge amount per hole (kg); q: Explosive consumption per unit rock (kg / m2) 3， According to the lithology, V: single hole blasting volume m 3 , Wherein, d is the hole distance, L is the hole depth, η is the expansion coefficient, which is 1.5 to 1.6 for loose rock, 1.3 to 1.4 for medium-hard rock, and 1.1 to 1.2 for hard rock.

[0045] When there is a fragile area in the three-level blasting hole, avoid the fragile area and avoid the distance , in which the depth range of the vulnerable area is marked by the probe rod sensor .

[0046] The charge calculation unit is based on Calculate the charge for the third blasthole. The adaptive clamping device includes a hollow main rod, an extension portion disposed on one side of the main rod, and multiple locking holes extending through the extension portion. A strap is fixedly mounted on the extension portion below the locking holes. The strap is wrapped around an explosive tube and then inserted into the locking holes to secure it to the main rod.

[0047] As a further improvement, a locking bar is obliquely arranged in the lock hole, and the thickness of the locking bar is 1 / 4 of the lock hole. A tooth surface is obliquely arranged on one side of the strap. When the strap is inserted into the lock hole, the tooth surface is opposite to the oblique surface of the locking bar, so that the strap can be easily inserted into the lock hole. When the strap is pulled out of the lock hole, the tooth surface is opposite to the oblique surface of the locking bar.

[0048] As a further improvement, a groove is provided on one side of the explosive tube, and the groove matches the main rod. External threads are provided at both ends of the main rod to form a first mounting part, and internal threads are provided inside both ends of the connecting rod to form a second mounting part. Through the cooperation of the first mounting part and the second mounting thread, multiple main rods are connected through the connecting rod.

[0049] As a further improvement, the diameter of the shock-absorbing ball is 5mm to 20mm, the skin thickness of the diameter ≤10mm is 0.5-0.8mm, and the skin thickness of the diameter >15mm is 1.0-1.5mm. The skin is made of polyurethane material, and the filling rate of the silicon-based magnetorheological fluid inside the shock-absorbing ball is 90%.

[0050] The beneficial effects of the present invention are:

[0051] The present invention comprises a geological survey unit, an automatic hole placement unit, a charge calculation unit, a blast point planning unit, a particle composite vibration damping device, a fixed-point magnetic field adjustment unit, and a control unit. Geological surveys analyze rock formation structure in real time. The automatic hole placement unit dynamically adjusts the cutout hole layout in conjunction with laser positioning. The charge calculation unit optimizes charge parameters based on different lithologies. The blast point planning unit detects vulnerable areas to avoid high-risk areas. The particle composite vibration damping device absorbs vibration energy by filling silicon-based magnetorheological fluid damping balls. The magnetic field adjustment unit dynamically changes the viscosity of the damping balls to enhance support. These units work in concert with the control unit, resolving the issues of traditional blasting systems that rely on empirical formulas, passive damping devices, and the inability to dynamically adapt to rock formation changes. This improves blasting accuracy, reduces surrounding rock damage, and enhances vibration damping efficiency.

[0052] The automatic hole placement unit dynamically calculates the main hole diameter, spacing, and multi-stage blasthole layout based on the rock formation type. The main hole diameter and spacing are correlated with the lithology using empirical coefficients, and the number of empty holes is verified based on the fragmentation expansion coefficient to ensure effective stress wave superposition. The primary blastholes are arranged around the main hole, while the secondary and tertiary blastholes expand outward layer by layer with optimized hole spacing. Because traditional fixed hole placement results in low energy utilization, dynamic parameter adjustment optimizes hole location, improves blasting energy transfer efficiency, reduces ineffective fragmentation, and addresses the unstable blasting results associated with traditional methods.

[0053] The blasting point planning unit uses a probe rod integrated with depth measurement and rock formation condition sensors. Using a triaxial accelerometer, gyroscope, and acoustic probe, it monitors the wave impedance of the in-hole rock formation in real time, identifying vulnerable areas (such as soft interlayers or fractured zones). Traditional methods cannot accurately detect in-hole rock formation conditions, leading to blind spots in blasting planning. Real-time data feedback allows for precise identification of vulnerable areas and guidance for charge avoidance, preventing unexpected surrounding rock collapse or energy loss during blasting.

[0054] The charge calculation unit dynamically adjusts the charge amount based on lithologic parameters and the extent of the vulnerable zone. The charge amount is calculated based on the single-hole blasting volume and the fragmentation expansion coefficient to avoid vulnerable sections. While traditional fixed charge amounts can lead to excess or insufficient energy, precise calculation and dynamic avoidance optimize energy release intensity, preventing surrounding rock damage or blasting failure caused by improper charging.

[0055] An adaptive clamping device secures the explosive tube via a main rod, lockhole, and strap structure. When the strap is inserted into the lockhole, the one-way locking mechanism between the toothed surface and the inclined surface of the locking bar allows for quick installation and prevents disengagement. The connecting rod is threaded to create a hollow channel for inserting shock-absorbing balls. Because traditional explosive tubes are unstable and prone to shifting, mechanical locking and modular assembly improve installation efficiency and stability, addressing the uneven energy distribution caused by tube shifting during blasting.

[0056] The damping balls feature a honeycomb polyurethane skin filled with 90% silicon-based magnetorheological fluid. The diameter and thickness of the skin are designed based on the vibration reduction requirements. Because traditional damping materials cannot dynamically adapt to vibration intensity, the magnetic field regulates the viscosity of the silicon-based magnetorheological fluid, actively dissipating vibration energy and addressing the inefficiency of passive vibration reduction devices. BRIEF DESCRIPTION OF THE DRAWINGS

[0057] In order to more clearly illustrate the technical solutions of the embodiments of the present invention, the following briefly introduces the drawings required for use in the embodiments. It should be understood that the following drawings only illustrate certain embodiments of the present invention and therefore should not be regarded as limiting the scope. For ordinary technicians in this field, other relevant drawings can be obtained based on these drawings without paying any creative work.

[0058] Figure 1 It is a structural schematic diagram of the present invention.

[0059] Figure 2 It is a front view of the present invention.

[0060] Figure 3 It is a schematic structural diagram of the particle composite vibration damping device of the present invention.

[0061] Figure 4 It is a partially enlarged schematic diagram of the particle composite vibration damping device of the present invention and a partially enlarged cross-sectional schematic diagram.

[0062] Figure 5 yes Figure 4 Schematic diagram of the partially enlarged cross-sectional structure at point A in the middle.

[0063] Figure 6 It is a schematic diagram of the internal structure of the shock-absorbing ball of the present invention.

[0064] Figure 7 This is a schematic diagram of unit module control of a blasting system for tunnel excavation according to the present invention.

[0065] Figure 8 This is a step diagram of a blasting construction method for tunnel excavation according to the present invention.

[0066] 1. Geological survey unit; 2. Automatic hole arrangement unit; 3. Laser unit; 4. Main hole; 41. Primary blasting hole; 42. Secondary blasting hole; 43. Third blasting hole; 5. Charge calculation unit; 6. Blasting point planning unit; 7. Particle composite vibration reduction device; 8. Control unit; 71. Connecting rod; 72. Through hole; 73. Shock-absorbing ball; 731. Honeycomb structure; 732. Silicon-based magnetorheological fluid; 74. Fixed-point magnetic field adjustment unit; 61. Depth measurement unit; 62. Rock formation state detection sensor; 75. Main rod; 751. Extension; 752. Lock hole; 753. Strap; 754. Lock strip; 755. Tooth surface; 756. First mounting part; 757. Second mounting part; 76. Explosive tube; 761. Groove. DETAILED DESCRIPTION

[0067] In order to make the purpose, technical solutions and advantages of the embodiments of the present invention clearer, the technical solutions in the embodiments of the present invention will be clearly and completely described below in conjunction with the drawings in the embodiments of the present invention. Obviously, the described embodiments are part of the embodiments of the present invention, not all of the embodiments. Based on the embodiments of the present invention, all other embodiments obtained by ordinary technicians in this field without making creative work are within the scope of protection of the present invention. Therefore, the following detailed description of the embodiments of the present invention provided in the drawings is not intended to limit the scope of the invention for which protection is sought, but merely represents selected embodiments of the present invention. Based on the embodiments of the present invention, all other embodiments obtained by ordinary technicians in this field without making creative work are within the scope of protection of the present invention.

[0068] In the description of the present invention, the terms "first" and "second" are used for descriptive purposes only and should not be understood to indicate or imply relative importance or implicitly specify the number of the technical features indicated. Therefore, a feature specified as "first" or "second" may explicitly or implicitly include one or more of the features. In the description of the present invention, "plurality" means two or more, unless otherwise specifically defined.

[0069] Example 1

[0070] Reference Figure 1-8 As shown, a blasting system for tunnel excavation includes:

[0071] Geological survey unit 1, used to survey the structural type and state of soft rock formations;

[0072] The automatic hole arrangement unit 2 cooperates with the laser unit 3 to locate the slot holes according to the exploration data of the geological survey unit 1. The slot holes include three large-diameter main holes 4 arranged in the middle, a plurality of primary blasting holes 41 arranged around the three main holes 4 and between the three main holes 4, a plurality of secondary blasting holes 42 arranged around the primary blasting holes 41, and a plurality of tertiary blasting holes 43 arranged around the secondary blasting holes 42.

[0073] a charge calculation unit 5, through which charge parameters of the first-stage blasting hole 41, the second-stage blasting hole 42, and the third-stage blasting hole 43 are set according to different soft rock formation structures;

[0074] The blasting point planning unit 6 detects the rock structure inside the plurality of third-level blasting holes 43 to obtain the vulnerable areas with more cracks in the third-level blasting holes 43;

[0075] The particle composite vibration damping device 7 is used to fill the three-stage blasting hole 43 to control the blasting vibration. The particle composite vibration damping device 7 includes:

[0076] A plurality of adaptive clamping devices for clamping explosive tubes 76, and a connecting rod 71 connecting the plurality of the adaptive clamping devices, wherein the connecting rods 71 ​​are hollow inside, and the hollow parts of adjacent connecting rods 71 ​​are interconnected, and a through hole 72 is provided on the side of the connecting rod 71 to communicate with the third-level blasting hole 43;

[0077] The hollow portion of the connecting rod 71 cooperates with the through hole 72 to form a filling channel for the damping ball 73. The damping ball 73 is filled into the area between two adjacent explosive tubes 76 in the same third-level blasting hole 43 and the area of ​​the explosive tube 76 in the same third-level blasting hole 43 away from the second-level blasting hole 42. The outer surface of the damping ball 73 is covered with a honeycomb structure 731, and the interior of the damping ball 73 is filled with a silicon-based magnetorheological fluid 732.

[0078] The fixed-point magnetic field adjustment unit 74 monitors the rock formation state of the relatively fragile area in the third-level blasting hole 43 after the exploration explosion through the geological survey unit 1, and adjusts the magnetic force intensity through the fixed-point magnetic field adjustment unit 74 to control the viscosity of the silicon-based magnetorheological fluid 732 inside the shock-absorbing ball 73;

[0079] A control unit 8 is electrically connected to the fixed-point magnetic field adjustment unit 74, the blast point planning unit 6, the geological survey unit 1, the automatic hole arrangement unit 2, and the charge calculation unit 5; and further includes an integrated vibration sensor and a 5G transmission unit electrically connected to the control unit 8.

[0080] The control unit 8 is a peripheral controller that controls and displays various blasting parameters, interacts with external devices via a 5G transmission unit, and uses an integrated vibration sensor to collect rock formation data during the blasting process. The primary, secondary, and tertiary blasting holes 43 are all charging holes.

[0081] The system comprises a geological survey unit 1, an automatic hole placement unit 2, a charge calculation unit 5, a blasting point planning unit 6, a particle composite vibration damping device 7, a fixed-point magnetic field adjustment unit 74, and a control unit 8. The system uses geological surveys to analyze rock formation structure in real time. The automatic hole placement unit 2 dynamically adjusts the cut hole layout using laser positioning. The charge calculation unit 5 optimizes charge parameters based on different lithologies. The blasting point planning unit 6 detects vulnerable areas to avoid high-risk areas. The particle composite vibration damping device 7 absorbs vibration energy by filling the damping balls 73 with silicon-based magnetorheological fluid 732. The magnetic field adjustment unit dynamically adjusts the viscosity of the damping balls 73 to enhance support. These units, coordinated by the control unit 8, address the challenges of traditional blasting systems, which rely on empirical formulas, have passive vibration damping devices, and cannot dynamically adapt to rock formation changes. This improves blasting accuracy, reduces surrounding rock damage, and enhances vibration damping efficiency.

[0082] The calculation of the automatic hole arrangement unit 2 includes:

[0083] Determination of the diameter D of the main hole 4: ;

[0084] D: diameter of 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);

[0085] Calculation of main hole 4 spacing S: ;

[0086] S: spacing between the main holes (mm), k2: stress wave superposition coefficient (4-5 for soft rock, 3-4 for medium-hard rock, and 3 for hard rock).

[0087] Verification of the number of holes n, ;

[0088] R: radius of the crushing circle of the charging hole (m), r: radius of the main hole 4 (m), η: crushing expansion coefficient (1.5-1.6 for loose rock, 1.3-1.4 for medium-hard rock, and 1.1-1.2 for hard rock);

[0089] Next to the main hole 4 is the first-level blasting hole 41:

[0090] Minimum spacing X (subject to expansion constraints) ;

[0091] k3: correction factor (adjusted according to rock strength, 3-4 for soft rock and 2-3 for hard rock);

[0092] Hole spacing ;

[0093] k4: safety redundancy factor (0.7-0.9, smaller value for soft rock and larger value for hard rock);

[0094] Quantity N1 distribution: ;

[0095] m: number of primary blasting holes 41 around each main hole 4 (usually 2 to 3);

[0096] Secondary blasting hole: hole spacing

[0097] 1 d2, Diameter of adjacent blasting holes (mm);

[0098] Quantity N2 distribution: ;

[0099] n1: number of secondary blasting holes 42 per circle;

[0100] Level 3 blasting hole 43;

[0101] Hole spacing

[0102] d3: diameter of the third-level blasting hole in mm;

[0103] Quantity N3 distribution: ;

[0104] L: Length of the roadway contour line (m), which must avoid relatively fragile areas.

[0105] The aperture layout is deduced using the above formula.

[0106] like Figure 2 As shown in the figure, the hole a1 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.

[0107] The automatic hole placement unit 2 dynamically calculates the diameter and spacing of the main hole 4, as well as the layout of the multi-stage blastholes, based on the rock formation type. The diameter and spacing of the main hole 4 are correlated with the lithology using empirical coefficients, and the number of empty holes is verified based on the fragmentation expansion coefficient to ensure effective stress wave superposition. The primary blastholes 41 are arranged around the main hole 4, while the secondary and tertiary blastholes 43 are gradually expanded outward with optimized hole spacing. Because traditional fixed hole placement results in low energy utilization, dynamic parameter adjustment optimizes hole position distribution, improves blasting energy transfer efficiency, reduces ineffective fragmentation, and addresses the unstable blasting results associated with traditional methods.

[0108] The blasting point planning unit 6 uses a probe rod with integrated depth measurement and rock formation condition sensors. Using a triaxial accelerometer, gyroscope, and acoustic probe, it monitors the wave impedance of the in-hole rock formation in real time, identifying vulnerable areas (such as soft interlayers or fractured zones). Traditional methods cannot accurately detect in-hole rock formation conditions, resulting in blind spots in blasting planning. Real-time data feedback accurately identifies vulnerable areas and guides charge avoidance, preventing unexpected surrounding rock collapse or energy loss during blasting.

[0109] The blast point planning unit 6 includes a probe rod that penetrates into the cut hole, and a depth measurement unit 61 and a rock formation state detection sensor 62 installed on the probe rod;

[0110] 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;

[0111] 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 the 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.

[0112] 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;

[0113] Q: Charge amount per hole (kg); q: Explosive consumption per unit rock (kg / m2) 3， According to the lithology, V: single hole blasting volume m 3 , , where d is the hole diameter, L is the hole depth, and η is the expansion coefficient, which is 1.5 to 1.6 for loose rock, 1.3 to 1.4 for medium-hard rock, and 1.1 to 1.2 for hard rock;

[0114] When there is a fragile area in the three-level blasting hole, avoid the fragile area and avoid the distance Among them, the depth range of the vulnerable area is marked by the detection rod sensor .

[0115] The charge calculation unit is based on , calculate the charge amount for the third blasting hole. Before the explosive tube 76 is installed, the plurality of 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 the adjacent through hole 72;

[0116] When the explosive tube 76 is installed, the depth measuring unit 61 and the rock formation state detection sensor 62 are removed from the through hole 72 .

[0117] An adaptive clamping device secures the explosive tube 76 via a main rod 75, a locking hole 752, and a tie 753. When the tie 753 is inserted into the locking hole 752, the one-way locking mechanism between the toothed surface 755 and the inclined surface of the locking bar 754 allows for quick installation and prevents disengagement. The connecting rod 71 is threaded to form a hollow channel, facilitating the insertion of the shock-absorbing ball 73. Because traditional explosive tubes 76 are unstable and prone to displacement, mechanical locking and modular assembly improve installation efficiency and stability, addressing the uneven energy distribution caused by displacement of the explosive tube 76 during blasting. Specifically, the adaptive clamping device comprises a hollow main rod 75, an extension 751 disposed on one side of the main rod 75, and multiple locking holes 752 extending through the extension 751. A tie 753 is fixedly mounted on the extension 751 below the locking holes 752. The tie 753 is wrapped around the explosive tube 76 and then inserted into the locking hole 752 to secure it, securing the explosive tube 76 to the main rod 75.

[0118] like Figure 5 As shown, a locking bar 754 is obliquely arranged in the locking hole 752, and the thickness of the locking bar 754 is 1 / 4 of the locking hole 752. A tooth surface 755 is obliquely arranged on one side of the strap 753. When the strap 753 is inserted into the locking hole 752, the tooth surface 755 is opposite to the inclined surface of the locking bar 754, so that the strap 753 can be easily inserted into the locking hole 752. When the strap 753 is pulled out of the locking hole 752, the tooth surface 755 is opposite to the inclined surface of the locking bar 754.

[0119] like Figure 4 As shown, a groove 761 is provided on one side of the explosive tube 76, and the groove 761 matches the main rod 75. External threads are provided at both ends of the main rod 75 to form a first mounting portion 756, and internal threads are provided at both ends of the connecting rod 71 to form a second mounting portion 757. Through the cooperation of the first mounting portion 756 and the second mounting thread, multiple main rods 75 are connected through the connecting rod 71.

[0120] The vibration damping ball 73 features a honeycomb structure 731 polyurethane skin filled with 90% silicon-based magnetorheological fluid 732. The diameter and skin thickness are designed based on the vibration damping requirements. Because traditional vibration damping materials cannot dynamically adapt to vibration intensity, the viscosity of the silicon-based magnetorheological fluid 732 is adjusted by a magnetic field to actively dissipate vibration energy, addressing the inefficiency of passive vibration damping devices. The damping ball 73 has a diameter of 5mm to 20mm. For diameters ≤10mm, the skin thickness is 0.5-0.8mm, and for diameters >15mm, the thickness is 1.0-1.5mm. The skin is made of polyurethane, and the interior of the damping ball 73 is filled with 90% silicon-based magnetorheological fluid 732.

[0121] The fixed-point magnetic field adjustment unit 74, an integrated, controllable electromagnetic device, is installed around the perimeter of the blasthole. It is used to locally control the magnetic field of the damping balls 73 filled in the third-level blasthole 43. Multiple independently controlled small electromagnetic coils are arranged along the axial direction of the blasthole, each energized individually to generate a directional magnetic field. Based on geological survey and vibration sensor feedback, the required magnetic field strength and area of ​​effect are calculated in real time. By applying a controllable magnetic field to the silicon-based magnetorheological fluid 732 within the damping balls 73, its rheological properties are altered (rapidly transitioning from a liquid to a solid-like state), thereby regulating the damping balls' 73 response to external vibrations and achieving "active vibration reduction."

[0122] When a violent impact occurs during the blasting process, causing some of the shock-absorbing balls 73 to rupture and the internal silicon-based magnetorheological fluid 732 to leak and seep into the cracks in the surrounding rock formations, the fixed-point magnetic field adjustment unit 74 is immediately activated:

[0123] The magnetic field strength is enhanced in the electromagnetic coil near the fracture area, guiding the outflowing magnetorheological fluid to penetrate along the rock cracks, and utilizing the magnetic field adsorption effect to increase its distribution density in the weak area;

[0124] By applying a high-intensity magnetic field (up to 1T or more), the magnetorheological fluid is instantly solidified to form a cemented structure with a certain bearing capacity, filling the gaps in the rock formation and improving the shear resistance of the surrounding rock;

[0125] Magnetorheological fluid under the action of magnetic field can form a "liquid column-solid bridge" structure in the rock fracture, playing a temporary support role and inhibiting further collapse;

[0126] The vibration sensor continuously monitors the deformation of the tunnel wall, and the magnetic field adjustment unit automatically adjusts the magnetic field strength in each area based on the feedback signal to maintain the optimal support state.

[0127] A construction method for tunnel excavation using blasting, comprising the following steps:

[0128] S1: Geological survey and rock formation analysis to identify soft rock formation structure and distribution of vulnerable areas;

[0129] S11: Deployment of geological survey units;

[0130] The probe rod is inserted into the cut hole and the following sensors are used to collect data:

[0131] Through the sonic probe, 50-500kHz ultrasonic waves are emitted and the reflected waves are received to analyze the wave impedance of the rock formation. , identify weak interlayers (wave velocity drop > 15%) or high-porosity fracture zones (amplitude attenuation > 40%);

[0132] The three-axis accelerometer and gyroscope are used to track the spatial posture of the probe rod through integration calculation, and the depth change is recorded in real time (accuracy ±0.1mm);

[0133] S12: Generate a rock formation fragile zone map, calculate the fragile index F through fuzzy comprehensive evaluation method, mark the area with F>0.7 as a high-risk fragile area, and input it into the explosion point planning unit;

[0134] S2: Hole layout and slot hole positioning, dynamically adjusting the layout of the main hole 4 and multi-stage blasting holes based on geological data to optimize the stress wave superposition effect;

[0135] S21: Main hole 4 parameter setting, according to the formula , determine the diameter and spacing of the main holes 4 (for soft rock, take k1=1.5~2, k2=4~5);

[0136] S22: Multi-stage blasting hole layout, the first-stage blasting holes are arranged around the main hole triangle vertex, and the hole spacing is in, ;

[0137] The secondary blasting holes are distributed in a circular pattern around the primary blasting holes.

[0138] The three-level blasting holes are arranged in a single row along the roadway contour, avoiding the stable area of ​​F>0.6, and the hole spacing is

[0139] ;

[0140] S23: Laser-assisted positioning: calibrate the drill rig posture using a laser rangefinder (deflection angle correction accuracy ±0.1°) to ensure hole position error ≤5mm.

[0141] Wherein, D is the main hole diameter (mm), d is the charging hole diameter (mm), and k1 is the empirical coefficient, which is 1.5 to 2 for soft rock, 2 to 2.5 for medium-hard rock, and 2.5 to 3 for hard rock.

[0142] S: distance between main holes (mm); k2: stress wave superposition coefficient: 4-5 for soft rock, 3-4 for medium-hard rock, and 3 for hard rock;

[0143] k3: The correction coefficient is adjusted according to the rock strength, with a value of 3 to 4 for soft rock and 2 to 3 for hard rock;

[0144] k4: safety redundancy coefficient ranges from 0.7 to 0.9, with smaller values ​​for soft rock and larger values ​​for hard rock;

[0145] : The distance between the first-level blasting holes adjacent to the main hole, : Secondary blasting hole spacing, 3: three-level blasting hole spacing;

[0146] d1 d2: adjacent blast hole diameter (mm); d3: third-level blast hole diameter (mm);

[0147] η: The coefficient of expansion is 1.5-1.6 for loose rock, 1.3-1.4 for medium-hard rock, and 1.1-1.2 for hard rock;

[0148] F: rock fragility index.

[0149] S3: Drilling construction and dynamic marking of vulnerable areas, completing the drilling of the slot hole group, synchronously updating the vulnerable area information and guiding the subsequent charging strategy;

[0150] S31: Staged drilling operation, with main hole 4 being drilled first. The diameter of main hole 4 ranges from 133.5 to 267 mm. The first, second, and third stage blast holes 43 are then drilled sequentially, with their diameters decreasing to 64 mm. During the drilling process, the probe rod sensor continuously monitors changes in the rock formation and adjusts the hole depth and angle in real time.

[0151] S32: Vulnerable zone avoidance marking. If the third-level blasting hole 43 reveals a section with F>0.7, mark the depth range Z1~Z2 and move to the adjacent stable section during subsequent charging. ;

[0152] S4: Setting charging parameters and installing explosives, accurately controlling the charge amount according to the lithology and distribution of fragile areas to avoid uncontrolled energy release.

[0153] S41: Calculation of charge quantity, ;

[0154] Soft rock (q = 0.8 ~ 1.2 kg / m 3 , η=1.5~1.6);

[0155] Hard rock (q = 1.0 ~ 1.5kg / m 3 , η=1.1~1.2);

[0156] S42: Explosives installation avoidance: the first and second level blasting holes 42 are preferentially arranged in the F>0.7 area, and the third level blasting hole 43 avoids the vulnerable section. An adaptive clamping device is used to fix the explosive tube 76:

[0157] By locking with the strap 753, the strap 753 is wrapped 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, thereby increasing the resistance to extraction;

[0158] The main rod 75 is quickly connected by the external thread and the internal thread of the connecting rod 71 to ensure that the filling channel is unobstructed;

[0159] S5: Vibration-damping particle filling and magnetic field control, through the synergistic effect of silicon-based magnetorheological fluid 732 vibration-damping balls 73 and fixed-point magnetic field, the propagation of blasting vibration is suppressed;

[0160] S51: The shock-absorbing balls 73 are filled with polyurethane particles of a honeycomb structure 731 with a diameter of 5 to 20 mm, a surface thickness of 0.5 to 1.5 mm, and a silicon-based magnetorheological fluid 732 with a filling rate of 90%. The shock-absorbing balls 73 are directionally transported to the target area through the hollow channel of the connecting rod 71 and the through hole 72;

[0161] Focus on filling the explosive tubes 76 and the third-level blasting holes 43 away from the second-level blasting holes 42 to improve energy dissipation efficiency;

[0162] S52: Dynamic adjustment of magnetic field. Normal mode is to energize all coils to B=0.5T, viscosity, and allow moderate buffering.

[0163] The strengthening mode is to increase the current to 120% of the rated value in the fragile area, so that B=1.0T, the viscosity jumps to, and a rigid support skeleton is formed;

[0164] S6: blasting the first-level blasting hole 41, the second-level blasting hole 42, and the third-level blasting hole 43 step by step, controlling the third-level blasting hole 43 to avoid the resonance frequency;

[0165] 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 seconds to avoid the resonance frequency.

[0166] Example 2

[0167] This embodiment is basically the same as the embodiment 1, except for the calculation of the main hole 4, which is specifically:

[0168] The first, second, and third level blasting holes are all charged holes. The volume of the ore rock after blasting the charged hole is less than or equal to the sum of the empty hole and the original volume of the ore rock. From this, we can get the formula for calculating the minimum spacing X between the empty hole and the charged hole:

[0169] ;

[0170] Where X is the minimum distance between the main hole 4 and the first-stage blasting hole, D is the diameter of the empty hole (mm), and d is the diameter of the charging hole (mm).

[0171] 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 expansion coefficient of the ore rock is 1.55. According to the above formula, the minimum distance X between the main hole 4 and the first-level blasting is ≤603.8 mm.

[0172] The diameter D of the large-diameter deep main hole 4 is usually selected. The diameter of the empty hole should be larger than the diameter of the charging hole to provide sufficient compensation space. The commonly used empirical formula is:

[0173] D=(1.5~3)d;

[0174] in:

[0175] d: charging hole diameter (d=89mm). Therefore, the large hole diameter selection range is between 133.5 and 267mm;

[0176] Calculation of the hole spacing (s). The hole spacing must ensure that the stress waves effectively superimpose and form a continuous free surface. The empirical formula is: S = (3 to 5) D;

[0177] That is, the hole spacing is 3 to 5 times of its diameter. The hole spacing can be selected as: 600 to 1000mm;

[0178] Calculate the number of holes (n) and combine it with the compensation space formula to verify whether the number of holes meets the expansion requirements:

[0179] ;

[0180] in:

[0181] R: The radius of the crushing circle of the charging hole, generally 5 to 10 cm; r: The radius of the empty hole (r=D / 2), taken as 100 mm;

[0182] The coefficient of expansion (1.55 for loose rock) is calculated as follows: n ≥ 1 (rounded up), and the main hole 4 is composed of three empty holes with a diameter of 200 mm.

[0183] It should be noted that the device structure and drawings of the present invention mainly describe the principles of the present invention. In terms of the technology of the design principle, the settings of the device's power mechanism, power supply system, and control system are not fully described. However, those skilled in the art can clearly understand the details of its power mechanism, power supply system, and control system on the premise that they understand the principles of the above invention. The control method of the application document is automatic control through a controller, and the control circuit of the controller can be implemented by simple programming by those skilled in the art.

[0184] The standard parts used can be purchased from the market and can be customized according to the description in the specification and drawings. The specific connection methods of each part adopt conventional means such as mature bolts, rivets, welding, etc. in the existing technology. The machinery, parts and equipment all adopt conventional models in the existing technology, and the components known to technical personnel in this field, their structures and principles can be known to these technical personnel through technical manuals or through conventional experimental methods.

[0185] The foregoing description is merely a preferred embodiment of the present invention and is not intended to limit the present invention. Those skilled in the art will readily appreciate that various modifications and variations are possible. Any modifications, equivalent substitutions, or improvements made within the spirit and principles of the present invention are intended to be within the scope of protection of the present invention.

Claims

1. A blasting system for tunnel excavation, comprising: Geological survey unit, used to survey the rock structure type and state of soft rock; An automatic hole arrangement unit, which cooperates with a laser unit to locate the slot holes according to the exploration data of the geological survey unit. The slot holes include three large-diameter main holes arranged in the middle, a plurality of primary blasting holes arranged around the three main holes and between the three main holes, a plurality of secondary blasting holes arranged around the primary blasting holes, and a plurality of tertiary blasting holes arranged around the secondary blasting holes. a charge calculation unit, through which charge parameters of the primary blasting hole, the secondary blasting hole, and the tertiary blasting hole are set according to different soft rock strata structures; The blasting point planning unit detects the rock structure inside multiple third-level blasting holes to obtain the vulnerable areas with more cracks in the third-level blasting holes; A particle composite vibration damping device is used to fill the three-stage blasting hole to control blasting vibration. The particle composite vibration damping device includes: A plurality of adaptive clamping devices for clamping explosive tubes, and connecting rods connecting the plurality of the adaptive clamping devices, wherein the connecting rods are hollow inside, and the hollow parts of adjacent connecting rods are interconnected, and a through hole is provided on the side of the connecting rod to communicate with the three-stage blasting hole; The hollow portion of the connecting rod cooperates with the through hole to form a filling channel for the shock-absorbing balls. The shock-absorbing balls are filled into the area between two adjacent explosive tubes in the same third-level blasting hole and the area of ​​the explosive tube in the same third-level blasting hole away from the second-level blasting hole. The outer surface of the shock-absorbing balls is covered with a honeycomb structure, and the interior of the shock-absorbing balls is filled with a silicon-based magnetorheological fluid. A fixed-point magnetic field adjustment unit, which monitors the state of the rock formation in the relatively fragile area of ​​the three-level blasting hole after the exploration explosion through the geological survey unit, and adjusts the magnetic force intensity to control the viscosity of the silicon-based magnetorheological fluid inside the shock-absorbing ball through the fixed-point magnetic field adjustment unit; A control unit is electrically connected to the fixed-point magnetic field adjustment unit, the blast point planning unit, the geological survey unit, the automatic hole arrangement unit, and the charge calculation unit.

2. The blasting system for tunnel excavation according to claim 1, characterized in that: The calculation of the automatic hole arrangement unit includes: Determination of main hole diameter D: ; D: main hole diameter (mm), d: charging hole diameter (mm), k1: empirical coefficient is 1.5-2 for soft rock, 2-2.5 for medium-hard rock, and 2.5-3 for hard rock; Calculation of main hole spacing S: ; S: distance between main holes (mm); k2: stress wave superposition coefficient: 4-5 for soft rock, 3-4 for medium-hard rock, and 3 for hard rock; Verification of the number of holes n, ; R: radius of the crushing circle of the charging hole (mm), r: radius of the main hole (mm), η: crushing expansion coefficient: 1.5-1.6 for loose rock, 1.3-1.4 for medium-hard rock, and 1.1-1.2 for hard rock; Next to the main hole is the first-level blasting hole: Minimum spacing Xmin: ; k3: The correction coefficient is adjusted according to the rock strength, with a value of 3 to 4 for soft rock and 2 to 3 for hard rock; Hole spacing ; k4: safety redundancy coefficient ranges from 0.7 to 0.9, with smaller values ​​for soft rock and larger values ​​for hard rock; Quantity N1 distribution: ; m: The number of primary blasting holes around each main hole is usually 2 to 3; Secondary blasting hole: hole spacing ; d1 d 2： Diameter of adjacent blasting holes (mm); Quantity N2 distribution: ; n1: number of secondary blasting holes per circle; Level 3 blasting holes; Hole spacing ; d3: diameter of the third-level blasting hole in mm; Quantity N3 distribution: ; L: Length of the tunnel contour line in m.

3. The blasting system for tunnel excavation according to claim 1, characterized in that: The blast point planning unit includes a probe rod inserted into the cut hole, and a depth measurement unit and a rock formation state detection sensor mounted on the probe rod; The depth measurement unit 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 operation; The rock formation state detection sensor is specifically an acoustic wave probe, which detects the rock formation at the corresponding depth during the process of inserting the groove hole, emits 50-500kHz ultrasonic waves, and analyzes the rock formation wave impedance by receiving the 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.

4. The blasting system for tunnel excavation according to claim 3, characterized in that: 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 hole (kg); q: Explosive consumption per unit rock (kg / m2) 3 , valued according to lithology, V: single hole blasting volume m 3 , , where d is the diameter of the charging hole in mm, L is the hole depth, η is the expansion coefficient, which is 1.5 to 1.6 for loose rock, 1.3 to 1.4 for medium-hard rock, and 1.1 to 1.2 for hard rock; When there is a fragile area in the three-level blasting hole, avoid the fragile area and avoid the distance , in which the depth range of the vulnerable area is marked by the probe rod sensor ; The charge calculation unit is based on , calculate the charge for the third blasting hole.

5. A tunnel excavation blasting system according to claim 3 or 4, characterized in that: The adaptive clamping device includes a hollow main rod, an extension portion arranged on one side of the main rod, and a plurality of lock holes passing through the extension portion. A strap is fixedly installed on the extension portion below the lock hole. The strap is wrapped around the explosive tube and then inserted into the lock hole for fixing, thereby connecting and fixing the explosive tube to the main rod.

6. The blasting system for tunnel excavation according to claim 5, characterized in that: A locking bar is obliquely arranged in the lock hole, and the thickness of the locking bar is 1 / 4 of the lock hole. A tooth surface is obliquely arranged on one side of the strap. When the strap is inserted into the lock hole, the tooth surface is opposite to the oblique surface of the locking bar, so that the strap can be easily inserted into the lock hole. When the strap is pulled out of the lock hole, the tooth surface is opposite to the oblique surface of the locking bar.

7. The blasting system for tunnel excavation according to claim 6, characterized in that: A groove is provided on one side of the explosive tube, and the groove matches the main rod. External threads are provided at both ends of the main rod to form a first mounting portion, and internal threads are provided at both ends of the connecting rod to form a second mounting portion. The first mounting portion cooperates with the second mounting thread to connect multiple main rods through the connecting rod. Before the explosive tube is installed, a plurality of the main rods are connected to the connecting rod to form a detection rod, and the depth measurement unit and the rock formation state detection sensor are embedded and installed in the adjacent through holes; When the explosive tube is installed, the depth measuring unit and the rock formation state detection sensor are removed from the through hole.

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

9. A construction method for a tunnel excavation blasting system according to any one of claims 1 to 8, comprising the steps of: S1: Geological survey and rock formation analysis to identify the rock formation structure and distribution of vulnerable areas of soft rock; S2: Hole layout and slot hole positioning, dynamically adjusting the layout of main holes and multi-stage blasting holes based on geological data to optimize the stress wave superposition effect; S3: Drilling construction and dynamic marking of vulnerable areas, completing the drilling of the slot hole group, synchronously updating the vulnerable area information and guiding the subsequent charging strategy; S4: Charge parameter setting and explosive installation, precise control of charge quantity according to lithology and distribution of fragile areas to avoid uncontrolled energy release; S5: Vibration-damping particle filling and magnetic field control, through the synergistic effect of silicon-based magnetorheological fluid vibration-damping balls and fixed-point magnetic field, the propagation of blasting vibration is suppressed; S6: blasting the first-level blasting hole, the second-level blasting hole, and the third-level blasting hole step by step, and controlling the third-level blasting hole to avoid the resonance frequency.

10. The construction method of a blasting system for tunnel excavation according to claim 9, characterized in that: The step S2 comprises: S21: Main hole parameter setting, according to the formula , determine the main hole diameter and spacing, for soft rock, take k1=1.5~2, k2=4~5; S22: Multi-stage blasting hole layout, the first-stage blasting holes are arranged around the main hole triangle vertex, and the hole spacing is ,in, ; The secondary blasting holes are distributed in a circular pattern around the primary blasting holes. ; The third-level blasting holes are arranged in a single row along the roadway contour, avoiding the stable area of ​​F>0.

6. The hole spacing is: ； S23: Laser-assisted positioning, using a laser rangefinder to calibrate the drill rig's posture, with a deflection angle correction accuracy of ±0.1°, ensuring hole position error ≤5mm; Wherein, D: main hole diameter (mm), d: charging hole diameter (mm), S: main hole spacing (mm); k1: The empirical coefficient is 1.5-2 for soft rock, 2-2.5 for medium-hard rock, and 2.5-3 for hard rock; k2: stress wave superposition coefficient is 4-5 for soft rock, 3-4 for medium-hard rock, and 3 for hard rock; k3: The correction coefficient is adjusted according to the rock strength, with a value of 3 to 4 for soft rock and 2 to 3 for hard rock; k4: safety redundancy coefficient ranges from 0.7 to 0.9, with smaller values ​​for soft rock and larger values ​​for hard rock; : The distance between the first-level blasting holes next to the main hole, : Secondary blasting hole spacing, 3: three-level blasting hole spacing; Minimum spacing Xmin; d1, d2: diameters of adjacent blasting holes in mm; d3: diameter of the third-level blasting hole in mm; η: The coefficient of expansion is 1.5-1.6 for loose rock, 1.3-1.4 for medium-hard rock, and 1.1-1.2 for hard rock; F: rock fragility index.

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