Rock breaking method and system in tunnel by blasting, and electronic device

Abstract

The present application relates to the field of rock mass blasting, and provides a tunnel blasting rock breaking method and system and an electronic device, wherein the tunnel blasting rock breaking method comprises the following steps: excavating a center pilot hole in a center region of a rock mass to be blasted in a tunnel; arranging a plurality of blasting holes around the center pilot hole, filling the blasting holes with explosives, and forming a plurality of elliptical structures around the center pilot hole; sequentially detonating the explosives in the blasting holes to achieve tunnel blasting rock breaking. The present application can reduce the amount of explosives used for expanding and excavating rock mass, reduce the strain energy release rate of the expanding and excavating rock mass, and reduce the dynamic disturbance caused by the explosion of the explosives and the dynamic disturbance caused by the rapid release of the strain energy of the expanding and excavating rock mass, thereby reducing the risk of dynamic disasters of surrounding rock.

Description

Technical Field

[0001] This invention relates to the field of rock blasting technology, and in particular to a method and system for rock breaking by blasting inside tunnels, as well as electronic equipment. Background Technology

[0002] Deeply buried tunnels are located in a state of high geostress, especially after the pilot tunnel is excavated. Due to the redistribution of geostress, localized stress concentrations may occur in the excavated rock mass around the pilot tunnel. Furthermore, this stress redistribution after pilot tunnel excavation leads to stress concentrations in the excavated rock mass around the pilot tunnel, causing damage. Damaged rock mass has poor mechanical properties, requiring less explosive energy for blasting. However, the traditional TBM pilot tunnel-blasting excavation method is mainly used for shallow tunnel excavation and does not consider the influence of geostress on the rock blasting process or the dynamic disturbances generated by the rapid release of geostress (strain energy) during blasting. Therefore, when using the TBM pilot tunnel-blasting excavation method for deep tunnels, problems such as difficulty in rock mass fragmentation and a high proportion of large blocks arise. In severe cases, the dynamic disturbances generated by blasting can even induce microseismic events, rock bursts, and other engineering dynamic disasters.

[0003] Therefore, for the excavation of deeply buried tunnels, a method of tunnel blasting and rock breaking that takes into account the influence of ground stress is needed. Summary of the Invention

[0004] This invention provides a method, system, and electronic equipment for rock breaking by blasting within tunnels. It addresses the shortcomings of existing rock breaking methods, which often result in difficult rock fragmentation, a high proportion of large pieces, and, in severe cases, dynamic disturbances from blasting excavation that can induce microseismic events, rock bursts, and other engineering dynamic hazards. By considering the influence of in-situ stress within the tunnel during the rock breaking process, the invention reduces the amount of explosives used in the excavation of the rock mass and lowers the release rate of strain energy in the excavated rock mass. Both the dynamic disturbances generated by the explosive explosion and the rapid release of strain energy in the excavated rock mass are reduced, thereby mitigating the risk of dynamic hazards from the surrounding rock.

[0005] This invention provides a method for blasting and breaking rock inside a tunnel, comprising:

[0006] Excavate a central pilot tunnel in the central area of ​​the rock mass to be blasted inside the tunnel;

[0007] Several blasting holes are arranged around the central pilot tunnel, and explosives are filled in the blasting holes. The several blasting holes form several elliptical structures around the central pilot tunnel.

[0008] The explosives in several blasting holes are detonated in an orderly manner to achieve rock breaking through the tunnel.

[0009] According to the tunnel blasting rock-breaking method provided by the present invention, before excavating a central pilot tunnel in the central region of the rock mass to be blasted within the tunnel, the method further includes:

[0010] In-situ stress tests are conducted on the rock mass to be blasted to determine the stress distribution. Based on the stress distribution of the rock mass to be blasted, the arrangement of the blast holes around the central pilot tunnel and the detonation sequence are determined.

[0011] According to the tunnel blasting rock-breaking method provided by the present invention, a plurality of blasting holes are arranged around the central pilot tunnel, including:

[0012] S1: Based on the results of the ground stress test, the first ring of elliptical blasting holes is set around the central pilot tunnel;

[0013] S2: After setting the blasting holes, continue to set a ring of elliptical blasting holes around the existing blasting holes;

[0014] S3: Repeat step S2 above until no more blasting holes can be set in the rock stratum to be blasted.

[0015] According to the tunnel blasting rock-breaking method provided by the present invention, in step S1, based on the results of in-situ stress testing, a first ring of elliptical blasting holes is set around the central pilot tunnel, including:

[0016] Based on the results of the geostress test, the directions of maximum and minimum stress of the rock stratum to be blasted are determined.

[0017] Elliptical blasting holes are set with the direction of maximum stress as the minor axis of the ellipse and the direction of minimum stress as the major axis of the ellipse.

[0018] According to the tunnel blasting rock-breaking method provided by the present invention, in the same ring of blasting holes, the spacing between blasting holes in the long axis direction is greater than the spacing between blasting holes in the short axis direction.

[0019] According to the tunnel blasting and rock-breaking method provided by the present invention, explosives in a plurality of blasting holes are detonated in an orderly manner, including:

[0020] The blasting sequence of the inner ring blasting holes takes precedence over that of the outer ring blasting holes.

[0021] According to the tunnel blasting and rock-breaking method provided by the present invention, explosives in a plurality of blasting holes are detonated in an orderly manner, including:

[0022] Within the same ring of blasting holes, the blasting sequence of blasting holes along the major axis takes precedence over that of blasting holes along the minor axis.

[0023] According to the tunnel blasting rock-breaking method provided by the present invention, electric detonators are also installed inside the blasting holes to sequentially detonate the explosives in a plurality of blasting holes, including:

[0024] The electric detonators in different blasting holes are independently controlled, so that the electric detonators detonate the explosives in the blasting holes in an orderly manner with a time delay of milliseconds.

[0025] This invention also discloses a tunnel blasting and rock-breaking system, comprising:

[0026] The pilot tunnel excavation module is used to excavate a central pilot tunnel in the central area of ​​the rock mass to be blasted inside the tunnel.

[0027] The blasting hole arrangement module is used to arrange several blasting holes around the central guide tunnel. The blasting holes are filled with explosives, and the several blasting holes form several elliptical structures around the central guide tunnel.

[0028] The rock-breaking module is used to detonate explosives in several blasting holes in an orderly manner to achieve rock-breaking blasting inside the tunnel.

[0029] The present invention also provides an electronic device, including a memory, a processor, and a computer program stored in the memory and executable on the processor, wherein the processor executes the program to implement any of the above-described methods for tunnel blasting and rock breaking.

[0030] The present invention also provides a non-transitory computer-readable storage medium having a computer program stored thereon, which, when executed by a processor, implements any of the above-described methods for tunnel blasting and rock breaking.

[0031] The present invention also provides a computer program product, including a computer program that, when executed by a processor, implements any of the above-described methods for tunnel blasting and rock breaking.

[0032] The tunnel blasting rock-breaking method and system disclosed in this application utilizes a TBM to excavate a pilot tunnel, which allows for better control of the rock mass strain energy release rate. This effectively mitigates the risk of potential damage to the surrounding rock during slotting blasting. Furthermore, it leverages the damage caused by the redistribution of ground stress to the excavated rock mass to assist in rock breaking, improving the rock fragmentation effect and reducing explosive usage. After the pilot tunnel is excavated using a TBM, the mechanical properties of the excavated rock mass around the pilot tunnel decrease significantly. Further blasting and excavation of this rock mass can reduce explosive usage and decrease the dynamic disturbance caused by explosive explosions, thus protecting the surrounding environment and making the process more environmentally friendly. Additionally, the elliptical arrangement of the blasting holes allows for the prior blasting of rock masses with lower strain energy, followed by blasting of rock masses with higher strain energy. This reduces the strain energy release rate of the excavated rock mass and minimizes the dynamic disturbance caused by rapid strain energy release. In summary, the solution presented in this application enables large-scale deep-buried tunnel excavation to be carried out efficiently, safely, and environmentally friendly. Attached Figure Description

[0033] To more clearly illustrate the technical solutions in this invention or the prior art, the drawings used in the description of the embodiments or the prior art will be briefly introduced below. Obviously, the drawings described below are some embodiments of this invention. For those skilled in the art, other drawings can be obtained from these drawings without creative effort.

[0034] Figure 1 This is a schematic flowchart of the tunnel blasting rock breaking method provided in an embodiment of the present invention;

[0035] Figure 2 This is a schematic diagram of the stress direction distribution inside the tunnel provided in an embodiment of the present invention;

[0036] Figure 3 This is a schematic diagram of the damage area around the central guide tunnel provided in an embodiment of the present invention;

[0037] Figure 4 This is a schematic diagram of the distribution of blast holes provided in an embodiment of the present invention;

[0038] Figure 5 This is a schematic diagram of the detonation sequence of the blasting holes provided in an embodiment of the present invention;

[0039] Figure 6 This is a schematic diagram of the tunnel blasting and rock-breaking system provided in an embodiment of the present invention;

[0040] Figure 7 This is a schematic diagram of the structure of the electronic device provided in an embodiment of the present invention.

[0041] in:

[0042] 1-Tunnel; 2-Central pilot tunnel; 3-Maximum principal stress;

[0043] 4-Minimum principal stress; 5-Rock mass damage zone; 6-Rock mass damage zone outline;

[0044] 7- Blast holes. Detailed Implementation

[0045] To make the objectives, technical solutions, and advantages of this invention clearer, the technical solutions of this invention will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only some, not all, of the embodiments of this invention. All other embodiments obtained by those skilled in the art based on the embodiments of this invention without creative effort are within the scope of protection of this invention.

[0046] When encountering complex geological conditions during tunnel excavation, the construction becomes extremely difficult, with both simple drill-and-blast excavation and tunnel boring machine (TBM) excavation presenting numerous challenges. To fully leverage the advantages of both drill-and-blast and TBM methods, a tunnel excavation method combining TBM pilot tunnel excavation with drill-and-blast enlargement has emerged, known as the TBM pilot tunnel-blast enlargement method. This method has achieved good excavation results in some projects due to its advantages such as advanced geological forecasting, early release of some surrounding rock stress, reduced blasting vibration, and improved ventilation and drainage. Therefore, in recent years, the TBM pilot tunnel-blast enlargement method has begun to be applied to deep-buried tunnel excavation in Southwest China.

[0047] Deeply buried tunnels are located in rock masses under high geostress, especially after the pilot tunnel is excavated. Due to stress redistribution, local stress concentration may occur in the excavated rock mass around the pilot tunnel. However, the traditional TBM pilot tunnel-blasting excavation method is mainly used for shallow tunnel excavation and does not consider the influence of geostress on the rock blasting process or the dynamic disturbances caused by the rapid release of geostress (strain energy) during rock blasting. As a result, when using the TBM pilot tunnel-blasting excavation method for deep tunnels, problems such as difficulty in rock mass blasting and high proportion of large blocks arise. In severe cases, the dynamic disturbances generated by blasting can also induce engineering dynamic disasters such as microseismic events and rock bursts. Therefore, for deep tunnel excavation, this application provides a method, system, and electronic equipment for tunnel blasting rock breaking.

[0048] Figure 1 This is a schematic flowchart of the tunnel blasting rock breaking method provided in an embodiment of the present invention.

[0049] like Figure 1 As shown, this embodiment provides a method for blasting and breaking rock inside a tunnel, including:

[0050] Step 101: Excavate a central pilot tunnel in the central area of ​​the rock mass to be blasted inside the tunnel;

[0051] Step 102: Arrange several blasting holes around the central guide tunnel, fill the blasting holes with explosives, and form several elliptical structures around the central guide tunnel.

[0052] Step 103: Detonate the explosives in several blasting holes in an orderly manner to achieve rock breaking by blasting inside the tunnel.

[0053] Figure 2 This is a schematic diagram of the stress direction distribution inside the tunnel provided in an embodiment of the present invention.

[0054] Figure 3 This is a schematic diagram of the damage area around the central guide tunnel provided in an embodiment of the present invention.

[0055] like Figure 2As shown, during implementation, the approximate directions of the maximum principal stress 3 and the minimum principal stress 4 can be determined by in-situ stress testing at the working face of the deep-buried tunnel 1.

[0056] like Figure 2 As shown, in practical applications, a central pilot tunnel 2 can be excavated at the center of the tunnel face of the deep-buried tunnel 1 using a TBM. During TBM operation, the surrounding rock mass exhibits varying degrees of damage, with the damage clearly showing a wedge-shaped distribution along the direction of minimum principal stress. Based on the distribution characteristics of the rock mass damage around the pilot tunnel at this time, a rock mass damage zone 5 can be identified. The outline 6 of this rock mass damage zone provides sufficient conditions for the next step of blasting design, which involves arranging elliptical blast holes 7 around this outline.

[0057] In addition, the accuracy of the minimum principal stress detection direction in geostress can be verified by comparing the position of the wedge-shaped damage tip with the direction of the minimum principal stress determined in the previous step.

[0058] In the tunnel blasting rock-breaking method provided in this embodiment, using a TBM to excavate a pilot tunnel allows for better control of the rock mass strain energy release rate, effectively mitigating the risk of potential damage to the surrounding rock during slotting blasting. Simultaneously, the redistribution of ground stress on the excavated rock mass assists in rock breaking, improving the rock fragmentation effect and reducing explosive usage. After TBM construction of the deep-buried tunnel, the mechanical properties of the excavated rock mass around the pilot tunnel decrease significantly. Further blasting and excavation of this rock mass can reduce explosive usage, providing some environmental protection and making the method more environmentally friendly. Furthermore, the elliptical arrangement of the blasting holes allows for the prior blasting of rock masses with lower strain energy, followed by blasting of rock masses with higher strain energy. This reduces the strain energy release rate of the excavated rock mass and minimizes the dynamic disturbance caused by rapid strain energy release. In summary, the scheme in this embodiment enables large-scale deep-buried tunnel excavation to be carried out efficiently, safely, and environmentally friendly.

[0059] In an exemplary embodiment, before excavating a central pilot tunnel in the central region of the rock mass to be blasted within the tunnel, the method further includes:

[0060] In-situ stress tests are conducted on the rock mass to be blasted to determine the stress distribution. Based on the stress distribution of the rock mass to be blasted, the arrangement of the blast holes around the central pilot tunnel and the detonation sequence are determined.

[0061] In an exemplary embodiment, a plurality of blasting holes are arranged around the central pilot tunnel, including:

[0062] S1: Based on the results of the ground stress test, the first ring of elliptical blasting holes is set around the central pilot tunnel;

[0063] S2: After setting the blasting holes, continue to set a ring of elliptical blasting holes around the existing blasting holes;

[0064] S3: Repeat step S2 above until no more blasting holes can be set in the rock stratum to be blasted.

[0065] In an exemplary embodiment, S1, based on the results of in-situ stress testing, involves setting a first ring of elliptical blasting holes around the central pilot tunnel, including:

[0066] Based on the results of the in-situ stress test, the directions of maximum and minimum stress in the rock mass to be blasted are determined.

[0067] Elliptical blasting holes are set with the direction of maximum stress as the minor axis of the ellipse and the direction of minimum stress as the major axis of the ellipse.

[0068] In an exemplary embodiment, the spacing between blast holes in the same ring along the major axis is greater than the spacing between blast holes in the minor axis.

[0069] Figure 4 This is a schematic diagram of the distribution of blast holes provided in an embodiment of the present invention.

[0070] like Figure 4 As shown, during the blasting design phase, a series of blasting holes 7 are arranged. The spacing between blasting holes in the same ring is smallest in the direction of maximum principal stress and largest in the direction of minimum principal stress. The minimum resistance line of the blasting holes and the spacing between adjacent blasting holes need to be calculated based on relevant rock mass parameters in the actual engineering project, and can be appropriately increased compared to the blasting design calculation results.

[0071] As previously described, this invention only outlines the arrangement of the first three rings of blasting holes. In actual engineering projects, the number of blasting hole rings needs to be determined based on the scale of the deep-buried tunnel excavation. This invention does not elaborate on the blasting design of non-full-ring buffer blasting holes and smooth blasting holes; the blasting design of these types of holes needs to be determined based on the specific deep-buried tunnel excavation outline and scale. After the blasting holes are arranged, explosives are filled into the blasting holes and millisecond electric detonators are installed.

[0072] In an exemplary embodiment, the orderly detonation of explosives within a plurality of blast holes includes:

[0073] The blasting sequence of the inner ring blasting holes takes precedence over that of the outer ring blasting holes.

[0074] In an exemplary embodiment, the orderly detonation of explosives within a plurality of blast holes includes:

[0075] Within the same ring of blasting holes, the blasting sequence of blasting holes along the major axis takes precedence over that of blasting holes along the minor axis.

[0076] Figure 5 This is a schematic diagram of the detonation sequence of the blasting holes provided in an embodiment of the present invention.

[0077] like Figure 5 As shown, in practical applications, each ring of blasting holes is divided into two sections and four parts ① to ⑥, with one number representing the two symmetrically distributed blasting holes at both ends. Millisecond electric detonators are used to detonate the explosives in the order of numbers ① to ⑥. According to this principle of the invention, in actual engineering, the explosives in the collapsing blasting holes, buffer blasting holes, and smooth blasting holes are detonated sequentially until the excavation outline is reached.

[0078] In an exemplary embodiment, an electric detonator is also installed inside the blasting hole to sequentially detonate the explosives inside several blasting holes, including:

[0079] The electric detonators in different blasting holes are independently controlled, so that the electric detonators detonate the explosives in the blasting holes in an orderly manner with a time delay of milliseconds.

[0080] The following specific embodiment illustrates the tunnel blasting rock-breaking method provided in this application:

[0081] (1) Before excavating the deep-buried tunnel, test the in-situ stress of the rock mass at the tunnel face to determine the direction of the maximum and minimum principal stresses. Select an appropriate location in the middle of the tunnel face and use a TBM to excavate a pilot tunnel.

[0082] (2) While excavating the pilot tunnel, the strain energy stored in the surrounding excavated rock mass can be released relatively evenly and slowly. As the strain energy of the rock mass is released, the surrounding excavated rock mass suffers damage of varying degrees, and the damaged area is elliptical. During this process, the damaged area is smaller in the direction of the maximum principal stress, forming the short axis of the ellipse; the damaged area is larger in the direction of the minimum principal stress, forming the long axis of the ellipse. Compared with the rock mass before the central pilot tunnel was excavated, the mechanical properties of the rock mass in the damaged area are worse. This allows the damage to the excavated rock mass caused by the redistribution of ground stress to assist in blasting and breaking the rock, thereby improving the blasting and breaking effect of the excavated rock mass, reducing the amount of explosives used in the blasting of the excavated rock mass, and reducing the dynamic disturbance generated by the explosive explosion.

[0083] (3) Based on the relevant parameters of the rock mass and referring to the calculation formulas in the "Blasting Handbook", calculate the minimum resistance line length and the spacing between blasting holes. Arrange collapse blasting holes, buffer blasting holes, and smooth blasting holes according to the damage distribution of the excavated rock mass. The blasting holes, connected in a circle, are arranged in an elliptical shape on the tunnel face. Explosives are filled into the blasting holes to blast and expand the rock mass within the excavation outline. This embodiment only describes in detail the arrangement and detonation process of the three circles of blasting holes closest to the elliptical damage zone. For extra-large deep-buried tunnels, the subsequent arrangement of the entire circle of blasting holes and the detailed arrangement of blasting and rock breaking need to be formulated according to the specific working conditions of the project. For a circle of elliptical blasting holes, the principle of two-stage detonation with a millisecond delay needs to be followed.

[0084] (4) Millisecond electric detonators are used, with millisecond delay charges added between the ignition device and the reinforcing cap. The charges are detonated in two stages for each blast hole in the same ring. First, the blast holes with lower strain energy after stress redistribution, i.e., near the ends of the major axis of the ellipse, are detonated; then, the blast holes with higher strain energy, i.e., near the ends of the minor axis of the ellipse, are detonated. The blast holes in the same ring are detonated in two stages with a millisecond delay, and a millisecond delay detonation is also set between each ring of blast holes. The purpose of this is that the rock mass with lower strain energy after stress redistribution detonates first, releasing some strain energy; while the rock mass with higher strain energy, due to its greater internal energy, will release some energy earlier after the adjacent rock mass detonates, reducing the energy release rate of the rock mass with higher strain energy. In this way, the strain energy of the excavated rock mass can be released more evenly, thereby reducing the dynamic disturbance caused by the rapid release of strain energy in the excavated rock mass.

[0085] The tunnel blasting rock-breaking system provided by the present invention is described below. The tunnel blasting rock-breaking system described below can be referred to in correspondence with the tunnel blasting rock-breaking method described above.

[0086] Figure 6 This is a schematic diagram of the tunnel blasting and rock-breaking system provided in an embodiment of the present invention.

[0087] like Figure 6 As shown, the tunnel blasting and rock-breaking system provided in this embodiment includes:

[0088] The pilot tunnel excavation module 601 is used to excavate a central pilot tunnel in the central area of ​​the rock mass to be blasted inside the tunnel.

[0089] The blasting hole arrangement module 602 is used to arrange several blasting holes around the central guide tunnel. The blasting holes are filled with explosives, and the several blasting holes form several elliptical structures around the central guide tunnel.

[0090] The rock-breaking module 603 is used to detonate explosives in several blasting holes in an orderly manner to achieve rock-breaking blasting inside the tunnel.

[0091] The specific implementation method of the tunnel blasting rock-breaking system provided in this embodiment can be implemented with reference to the above embodiment, and will not be repeated here.

[0092] Figure 7 An example is a schematic diagram of the physical structure of an electronic device, such as... Figure 7As shown, the electronic device may include: a processor 710, a communication interface 720, a memory 730, and a communication bus 740, wherein the processor 710, the communication interface 720, and the memory 730 communicate with each other through the communication bus 740. The processor 710 can call logical instructions in the memory 730 to execute a tunnel blasting rock-breaking method, which includes:

[0093] Excavate a central pilot tunnel in the central area of ​​the rock mass to be blasted inside the tunnel;

[0094] Several blasting holes are arranged around the central pilot tunnel, and explosives are filled in the blasting holes. The several blasting holes form several elliptical structures around the central pilot tunnel.

[0095] The explosives in several blasting holes are detonated in an orderly manner to achieve rock breaking through the tunnel.

[0096] Furthermore, the logical instructions in the aforementioned memory 730 can be implemented as software functional units and, when sold or used as independent products, can be stored in a computer-readable storage medium. Based on this understanding, the technical solution of the present invention, essentially, or the part that contributes to the prior art, or a part of the technical solution, can be embodied in the form of a software product. This computer software product is stored in a storage medium and includes several instructions to cause a computer device (which may be a personal computer, server, or network device, etc.) to execute all or part of the steps of the methods of the various embodiments of the present invention. The aforementioned storage medium includes various media capable of storing program code, such as USB flash drives, portable hard drives, read-only memory (ROM), random access memory (RAM), magnetic disks, or optical disks.

[0097] On the other hand, the present invention also provides a computer program product, which includes a computer program that can be stored on a non-transitory computer-readable storage medium. When the computer program is executed by a processor, the computer is able to perform the tunnel blasting rock-breaking method provided by the above methods, the method comprising:

[0098] Excavate a central pilot tunnel in the central area of ​​the rock mass to be blasted inside the tunnel;

[0099] Several blasting holes are arranged around the central pilot tunnel, and explosives are filled in the blasting holes. The several blasting holes form several elliptical structures around the central pilot tunnel.

[0100] The explosives in several blasting holes are detonated in an orderly manner to achieve rock breaking through the tunnel.

[0101] In another aspect, the present invention also provides a non-transitory computer-readable storage medium having a computer program stored thereon, which, when executed by a processor, implements the tunnel blasting rock-breaking method provided by the methods described above, the method comprising:

[0102] Excavate a central pilot tunnel in the central area of ​​the rock mass to be blasted inside the tunnel;

[0103] Several blasting holes are arranged around the central pilot tunnel, and explosives are filled in the blasting holes. The several blasting holes form several elliptical structures around the central pilot tunnel.

[0104] The explosives in several blasting holes are detonated in an orderly manner to achieve rock breaking through the tunnel.

[0105] The device embodiments described above are merely illustrative. The units described as separate components may or may not be physically separate, and the components shown as units may or may not be physical units; that is, they may be located in one place or distributed across multiple network units. Some or all of the modules can be selected to achieve the purpose of this embodiment according to actual needs. Those skilled in the art can understand and implement this without any creative effort.

[0106] Through the above description of the embodiments, those skilled in the art can clearly understand that each embodiment can be implemented by means of software plus necessary general-purpose hardware platforms, and of course, it can also be implemented by hardware. Based on this understanding, the above technical solutions, in essence or the part that contributes to the prior art, can be embodied in the form of a software product. This computer software product can be stored in a computer-readable storage medium, such as ROM / RAM, magnetic disk, optical disk, etc., including several instructions to cause a computer device (which may be a personal computer, server, or network device, etc.) to execute the methods of various embodiments or some parts of embodiments.

[0107] Finally, it should be noted that the above embodiments are only used to illustrate the technical solutions of the present invention, and not to limit them; although the present invention has been described in detail with reference to the foregoing embodiments, those skilled in the art should understand that modifications can still be made to the technical solutions described in the foregoing embodiments, or equivalent substitutions can be made to some of the technical features; and these modifications or substitutions do not cause the essence of the corresponding technical solutions to deviate from the spirit and scope of the technical solutions of the embodiments of the present invention.

Claims

1. A method for breaking rock by blasting inside a tunnel, characterized in that, include: Excavate a central pilot tunnel in the central area of ​​the rock mass to be blasted inside the tunnel; Several blasting holes are arranged around the central guide tunnel, and the blasting holes are filled with explosives. The several blasting holes form several elliptical structures around the central guide tunnel. The explosives in the aforementioned blasting holes are detonated in an orderly manner to achieve rock breaking and blasting inside the tunnel; Before excavating a central pilot tunnel in the central area of ​​the rock mass to be blasted within the tunnel, the process also includes: In-situ stress testing is conducted on the rock mass to be blasted to determine the stress distribution of the rock mass to be blasted. Based on the stress distribution of the rock mass to be blasted, the arrangement of the blast holes around the central pilot tunnel and the detonation sequence are determined. The arrangement of several blasting holes around the central guide tunnel includes: S1: Based on the results of the ground stress test, a first ring of elliptical blasting holes is set around the central pilot tunnel; S2: After setting the blasting holes, continue to set a ring of elliptical blasting holes around the existing blasting holes; S3: Repeat step S2 above until no more blasting holes can be set in the rock mass to be blasted; Based on the results of the ground stress test, in step S1, a first ring of elliptical blasting holes is set around the central pilot tunnel, including: Based on the results of the in-situ stress test, the maximum stress direction and minimum stress direction of the rock mass to be blasted are determined; Elliptical blasting holes are set with the direction of maximum stress as the minor axis of the ellipse and the direction of minimum stress as the major axis of the ellipse. In the same circle of blasting holes, the blasting sequence of the blasting holes along the major axis takes precedence over the blasting sequence of the blasting holes along the minor axis.

2. The method for breaking rock in a tunnel by blasting according to claim 1, characterized in that, In the same ring of blasting holes, the spacing between the blasting holes along the major axis is greater than the spacing between the blasting holes along the minor axis.

3. The method for breaking rock in a tunnel by blasting according to claim 1, characterized in that, The orderly detonation of the explosives in the plurality of blast holes includes: The detonation sequence of the blasting holes in the inner ring takes precedence over the detonation sequence of the blasting holes in the outer ring.

4. The method for breaking rock in a tunnel by blasting according to claim 1, characterized in that, An electric detonator is also installed inside the blasting hole. The orderly detonation of the explosives in the plurality of blasting holes includes: The electric detonators in different blast holes are independently controlled so that the electric detonators detonate the explosives in the blast holes in an orderly manner with a time delay of milliseconds.

5. A tunnel blasting rock-breaking system, applied to the tunnel blasting rock-breaking method according to any one of claims 1-4, characterized in that, include: The pilot tunnel excavation module is used to excavate a central pilot tunnel in the central area of ​​the rock mass to be blasted inside the tunnel. A blasting hole arrangement module is used to arrange a number of blasting holes around the central guide hole. The blasting holes are filled with explosives, and the number of blasting holes form a number of elliptical structures around the central guide hole. The rock-breaking module is used to detonate the explosives in the several blasting holes in an orderly manner to achieve rock-breaking blasting inside the tunnel.

6. An electronic device comprising a memory, a processor, and a computer program stored in the memory and executable on the processor, characterized in that, When the processor executes the program, it implements the tunnel blasting rock-breaking method as described in any one of claims 1 to 4.

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