A method for decompression of roof and floor of deep high-stress tunnel based on electric explosion fracturing

Abstract

The present invention proposes a method for decompression of the top and bottom plates of deep high-stress tunnels based on electric blast fracturing, which includes the following steps: arranging a number of deformation monitoring points on the top and bottom plates and the two sides of the tunnel; drilling a number of fracturing holes on the top and bottom plates and the working faces of the two sides of the tunnel; constructing an electric blast fracturing system with an electric blast fracturing control system and a discharge electrode; installing the discharge electrode in the fracturing hole; installing a water injection pipe; sealing the opening of the fracturing hole for upward or horizontal pressure relief by a sealer; injecting water into the fracturing hole through a water injection pipe; the discharge electrode generates shock waves to perform cyclic electric blast fracturing decompression operations; performing deformation comparison analysis on the deformation monitoring points; and recovering the electric blast fracturing system, the water injection pipe and the sealer. The present invention can cyclically operate at multiple points in the same fracturing hole to adjust the stress distribution of the surrounding rock, ensure that the surrounding rock of the tunnel is in a low stress distribution, maintain the stability of the deep underground high-stress tunnel, and has a significant effect on controlling the deformation of the tunnel.

Description

Technical Field

[0001] The invention belongs to the technical field of deep mining, and in particular relates to a method for decompressing the roof and floor of a deep high-stress tunnel based on electric explosion fracturing. Background Art

[0002] With the development of mining technology and the increase in mining depth, the geological conditions are becoming more and more complex. The stability of the excavated tunnel is difficult to control, and the roof is a stress concentration area for pressure transmission and energy release. The problem of high-stress hard tunnel support cannot be solved by simply strengthening the strength of the support body itself. It is necessary to comprehensively consider the surrounding rock stress and the support body to fundamentally solve the stability problem of high-stress hard tunnels, avoid dynamic disasters on the roof and floor, and ensure mining safety. The pressure relief method is different from the support reinforcement method. Its essence is to try to change the stress field of the surrounding rock near the tunnel and the ketone chamber, so that this part of the surrounding rock is in a stress reduction zone, thereby achieving the purpose of maintaining its stability.

[0003] As a new type of rock breaking technology, high-intensity electric blasting technology has the advantages of being green and safe, energy controllable, fast operation speed, and a wide range of fracturing through the cyclic action of shock waves on hard rock formations. For example, CN202010863850.X discloses a method for unloading surrounding rock in rock impact tunnels, which uses electric pulse shock waves to break rock formations and form fracturing surfaces, which can effectively cut off the stress transfer on both sides of the tunnel for pressure relief. However, it only arranges holes on the sides of the left and right sides of the tunnel, and uses electric pulse devices to perform fracturing pressure relief, without performing fracturing pressure relief on the top and bottom plates of the tunnel. Moreover, the energy generated by the electric pulse device at this stage is relatively small, and the pressure relief range is limited. The electric blasting technology based on the present invention has controllable energy of up to 600kJ, and can complete a wide range of pressure relief operations on the sides and top and bottom plates of the tunnel. Summary of the invention

[0004] The present invention aims to solve the technical problems existing in the prior art. The purpose of the present invention is to provide a method for decompression of the roof and floor of a deep high-stress tunnel based on electric detonation fracturing.

[0005] To achieve the above object, the present invention adopts the following technical solution: a method for decompression of the roof and floor of a deep high-stress tunnel based on electric explosion fracturing, comprising the following steps:

[0006] S1. Arrange several deformation monitoring points on the top and bottom plates and the two sides of the tunnel, and set deformation monitoring devices at the deformation monitoring points;

[0007] S2. Drilling a plurality of crack-causing holes on the working face using a drilling machine, wherein the crack-causing holes include a plurality of top crack-causing holes drilled from the tunnel, a plurality of side crack-causing holes drilled from the tunnel, and a plurality of bottom crack-causing holes drilled from the bottom plate of the tunnel;

[0008] The spacing between the crack holes is calculated using the following formula:

[0009]

[0010] Where R is the distance between the fracturing holes on the same horizontal plane; K is the site coefficient related to rock properties and discharge parameters; E is the actual output energy of the electric explosion fracturing system; E0 is the residual energy of the electric explosion fracturing system; c s is the propagation speed of the shock wave formed by the electric explosion shock-induced fracturing system; V0 is the vibration speed of the particle at the edge of the maximum radius of the destruction circle; H is the vertical distance from the corresponding particle to the discharge position of the discharge electrode; α is the attenuation coefficient of the destruction range related to the shock wave energy;

[0011] S3, constructing an electric explosion shock fracturing system, the electric explosion shock fracturing system comprising an electric explosion shock fracturing control system, and a discharge electrode connected to the electric explosion shock fracturing control system through a cable and capable of extending into the fracturing hole for generating shock waves;

[0012] S4, installing the discharge electrode into the crack hole;

[0013] S5, installing a water injection pipe extending into the crack-causing hole;

[0014] S6. The opening of the fracture hole for upward or horizontal pressure relief is sealed by a hole sealer, and the water injection pipe passes through the hole sealer and extends into the fracture hole;

[0015] S7, injecting water into the crack hole through the water injection pipe until it is full;

[0016] S8, start the electric explosion shock fracturing control system, generate shock waves through the discharge electrode to perform cyclic electric explosion shock fracturing pressure relief operations in the same fracturing hole;

[0017] S9. Conduct deformation comparison analysis on deformation monitoring points;

[0018] S10. After reaching the target pressure relief standard, the electric explosion fracturing system, water injection pipe and hole sealer are recovered and prepared for the next fracturing pressure relief operation.

[0019] The above technical scheme sets a number of cracking holes on the top and bottom plates and the two sides of the tunnel, and generates shock waves through discharge clicking to cyclically act on the hard rock layer, forming a crack network in the area, timely changing the conditions for the top and bottom plates and the two sides to accumulate energy or destroying their ability to continuously transfer energy, reducing the stress of the surrounding rock of the deep tunnel, reducing the risk of dynamic pressure disasters on the top and bottom plates, and ensuring that the surrounding rock of the tunnel is in a low stress distribution, which has a significant effect on controlling the deformation of the tunnel. The present invention can not only greatly reduce the workload, reduce the input of materials and personnel, but also achieve the purpose of maintaining the stability of deep underground high-stress tunnels; and it combines the electric explosion liquid phase discharge fracturing method with the pressure relief mechanism, with zero pollution to the working environment, which is an effective method for coordinating the management of deep underground high-stress surrounding rocks, and has a certain reference value for the stability control of rock engineering such as excavated tunnels and caverns.

[0020] In a preferred embodiment of the present invention, in step S2, for the fracturing hole constructed downward or obliquely downward, the end of the fracturing hole extends to the lower tunnel and communicates with the end of the fracturing hole in the lower tunnel.

[0021] The above technical solution can drill pressure relief cracking holes involving multiple longitudinal tunnels when working downward, thereby implementing multi-tunnel pressure relief.

[0022] In a preferred embodiment of the present invention, in step S7, an in-hole water pressure sensor is used to monitor whether the fracturing hole is filled with water.

[0023] The above technical solution can quickly determine whether the crack hole is filled with water, thereby avoiding excessive injection time to increase the pressure and damage the hole sealer.

[0024] In a preferred embodiment of the present invention, in step S8, the energy of the shock wave generated by the discharge electrode is adjustable.

[0025] In the above technical solution, the energy of the electric explosion fracturing and pressure relief operation is adjustable, the fracturing and pressure relief range can be controlled, and the stress of the surrounding rock of the tunnel can be effectively reduced.

[0026] In a preferred embodiment of the present invention, step S9 is immediately carried out after the cyclic electric blasting fracturing pressure relief operation, and a comparative analysis is performed on the deformation data of the electric blasting fracturing pressure relief tunnel with drilled fracture holes and the electric blasting fracturing pressure relief tunnel without drilled fracture holes, and the deformation of the top and bottom plates and the two sides is evaluated. When the pressure relief standard is reached, the electric blasting fracturing pressure relief operation is stopped, otherwise the cyclic electric blasting fracturing pressure relief operation is continued.

[0027] The above technical solution evaluates the deformation of the top and bottom plates and the two sides through comparative analysis of deformation data, stops the electric detonation fracturing pressure relief operation after the pressure relief standard is reached, maintains the stability of high-stress tunnels deep underground and avoids waste of resources.

[0028] In another preferred embodiment of the present invention, for the fracturing hole for upward or horizontal pressure relief, the end of the discharge electrode is fixedly connected with a non-conductive connecting sleeve which is detachably fixed in the fracturing hole, and the discharge electrode is supported by the connecting sleeve.

[0029] The above technical solution can fix the position of the discharge electrode by arranging a connecting sleeve to support the discharge electrode, thereby ensuring that there is water around the discharge electrode without contacting the wall of the crack-causing hole.

[0030] In another preferred embodiment of the present invention, the connecting sleeve is inserted into the hole sealer and fixedly connected thereto.

[0031] In the above technical solution, the connecting sleeve is fixedly connected to the hole sealer, which is easy to install without the need to provide other structures to fix the connecting sleeve.

[0032] In another preferred embodiment of the present invention, the hole sealer is a curable liquid rubber located in the fracture hole and used for sealing the gap between the outer wall of the connecting sleeve and the inner wall of the fracture hole.

[0033] In the above technical solution, the liquid rubber is fluid and curable, which facilitates its placement into the opening of the crack hole before curing, and the liquid rubber can form a sealed hole after curing.

[0034] In another preferred embodiment of the present invention, a sealing block is provided on the end surface outside the crack-inducing hole and is sleeved outside the connecting sleeve and fixedly connected thereto, and the water injection pipe is passed through the sealing block and fixedly connected thereto.

[0035] The above technical solution facilitates the connection of the connecting sleeve and the water injection pipe into a whole by providing a sealing block, and the operation is more convenient when sealing the hole.

[0036] In another preferred embodiment of the present invention, the connecting sleeve is threadedly connected to the blocking block, and the water injection pipe includes a water outlet section connected to the inner side of the blocking block and extending into the fracture hole, and a water inlet section detachably connected to the outer side of the blocking block.

[0037] In the above technical solution, before sealing the hole, the connecting sleeve and the segment of the water injection pipe located in the fissure hole are connected to the sealing block, and after sealing the hole, the connecting sleeve and the segment of the water injection pipe located outside the fissure hole are connected to the sealing block, which is more convenient to operate.

[0038] Additional aspects and advantages of the present invention will be given in part in the following description and in part will be obvious from the following description, or will be learned through practice of the present invention. BRIEF DESCRIPTION OF THE DRAWINGS

[0039] The above and / or additional aspects and advantages of the present invention will become apparent and easily understood from the description of the embodiments in conjunction with the following drawings, in which:

[0040] Figure 1 It is a schematic diagram of the distribution of monitoring points, arrangement of fracture-inducing holes and fracture-inducing areas in the tunnel in the embodiment.

[0041] Figure 2 Schematic diagram of the arrangement of the crack-inducing holes in the length direction of the tunnel in the embodiment.

[0042] Figure 3 It is a schematic diagram of the structure of installing the discharge electrode in the embodiment in the crack-causing hole of the side to cause cracking.

[0043] Figure 4 It is a schematic diagram of the arrangement of fracture holes and fracture areas for decompression of the roof and floor of multiple tunnels.

[0044] The figure marks in the drawings of the specification include: roof deformation monitoring point 1, two side deformation monitoring points 2, bottom plate deformation monitoring point 3, roof cracking hole 4, side cracking hole 5, bottom plate cracking hole 6, cracking area 7, tunnel section 8, support area 9, cable 10, connecting sleeve 11, water injection pipe 12, semi-through hole thread 13, wire 14, through hole thread 15, blocking block 16, liquid rubber 17, in-hole water pressure sensor 18, hole sealer 19, discharge electrode 20, discharge electrode positive pole 21, discharge electrode negative pole 22, explosion-proof cavity 23, electric explosion and shock cracking control system 24, pressure relief cracking hole 25. DETAILED DESCRIPTION

[0045] Embodiments of the present invention are described in detail below, examples of which are shown in the accompanying drawings, wherein the same or similar reference numerals throughout represent the same or similar elements or elements having the same or similar functions. The embodiments described below with reference to the accompanying drawings are exemplary and are only used to explain the present invention, and cannot be understood as limiting the present invention.

[0046] In the description of the present invention, it is to be understood that the terms “longitudinal”, “lateral”, “vertical”, “up”, “down”, “front”, “back”, “left”, “right”, “vertical”, “horizontal”, “top”, “bottom”, “inside” and “outside” etc., indicating orientations or positional relationships, are based on the orientations or positional relationships shown in the accompanying drawings, and are only for the convenience of describing the present invention and simplifying the description, and do not indicate or imply that the device or element referred to must have a specific orientation, be constructed and operated in a specific orientation, and therefore should not be understood as a limitation on the present invention.

[0047] In the description of the present invention, unless otherwise specified and limited, it should be noted that the terms "installed", "connected" and "connected" should be understood in a broad sense. For example, it can be a mechanical connection or an electrical connection, or it can be the internal connection between two components. It can be a direct connection or an indirect connection through an intermediate medium. For ordinary technicians in this field, the specific meanings of the above terms can be understood according to the specific circumstances.

[0048] The present invention provides a method for decompression of the roof and floor of a deep high-stress tunnel based on electric explosion fracturing. Figure 1 As shown, in a preferred embodiment, the pressure relief method comprises the following steps:

[0049] S1. Arrange deformation monitoring points: Arrange several deformation monitoring points on the top and bottom plates and the two sides (the two sides include the two sides and cheeks) of the tunnel, including top plate deformation monitoring point 1, two side deformation monitoring point 2 and bottom plate deformation monitoring point 3. Deformation monitoring devices are installed at the deformation monitoring points. It is an existing technology to set deformation monitoring points in the support area 9 of the tunnel for deformation monitoring, which will not be described in detail here.

[0050] S2. Drilling crack-inducing holes: Use a drilling machine to drill several crack-inducing holes on the working surface. The crack-inducing holes include multiple roof crack-inducing holes 4 drilled upward from the top of the tunnel, multiple side crack-inducing holes 5 drilled obliquely upward or horizontally from the side of the tunnel, and multiple bottom crack-inducing holes 6 drilled downward from the bottom of the tunnel. Preferably, one bottom crack-inducing hole 6 is arranged at each of the two base angles at the bottom of the tunnel. The diameter of the crack-inducing hole is not less than 100 mm, the depth of the crack-inducing hole is not less than 5000 mm, and the angle between the crack-inducing holes is 40-60°. Figure 2 As shown, preferably, along the length direction of the tunnel, the top plate crack-inducing holes 4 and the bottom plate crack-inducing holes 6 are located in the same tunnel section, and the side plate crack-inducing holes 5 are staggered with the top plate crack-inducing holes 4 and the bottom plate crack-inducing holes.

[0051] In the present invention, the spacing between the cracking holes is related to and equal to the cracking radius formed by the shock wave generated by the electric detonation cracking system, and can be calculated using the following formula:

[0052] The spacing between the crack holes is calculated using the following formula:

[0053]

[0054] Where R is the distance between the fracturing holes on the same horizontal plane, m; K is the site coefficient related to rock properties and discharge parameters; E is the actual output energy of the electric explosion fracturing system, J; E0 is the residual energy of the electric explosion fracturing system, J; c s is the propagation speed of the shock wave formed by the electric explosion cracking system, m / s; V0 is the particle vibration speed at the edge of the maximum radius of the destruction circle, m / s; H is the vertical distance from the corresponding particle to the discharge position of the discharge electrode, m; α is the attenuation coefficient of the destruction range related to the shock wave energy.

[0055] It should be noted that in the above formulas, all coefficients are constants obtained through experiments.

[0056] S3. Pre-construction preparation: construct an electric explosion-shock fracturing system, which includes an electric explosion-shock fracturing control system 24 and a discharge electrode 20 connected to the electric explosion-shock fracturing control system 24 through a cable 10 and capable of extending into the fracturing hole for generating shock waves. The electric explosion-shock fracturing control system 24 is installed in an explosion-proof cavity 23 outside the fracturing hole, and the electric explosion-shock fracturing control system 24 can be controlled remotely by wireless. Assemble and perform performance tests on the electric explosion-shock fracturing system, including explosion-proof performance tests on the explosion-proof cavity 23, connect the discharge electrode 20 to the cable 10, and test whether the electric explosion-shock fracturing control system 24 and the discharge electrode 20 are working normally.

[0057] S4, installing the discharge electrode 20 into the crack-inducing hole, with the discharge electrode positive electrode 21 and the discharge electrode negative electrode 21 arranged opposite to each other.

[0058] S5, installing the water injection pipe 12 extending into the crack-causing hole.

[0059] S6. Sealing the hole: The opening of the fracture hole for pressure relief in an upward (including obliquely upward) or horizontal operation is sealed by a hole sealer 19 to ensure that the fracture hole is filled with water. The water injection pipe 12 passes through the hole sealer 19 and extends into the fracture hole.

[0060] S7, water injection: water is injected into the fracture hole through the water injection pipe 12 until it is full. Specifically, a water pressure sensor 18 in the hole can be used to monitor whether the fracture hole is full of water. The wire 14 of the water pressure sensor 18 in the hole passes through the hole sealer 19.

[0061] S8. Cyclic electric detonation operation and ventilation: Start the electric detonation fracturing control system 24, generate shock waves through the discharge electrode 20, and perform cyclic electric detonation fracturing pressure relief operation in the same fracturing hole. The discharge electrode 20 is immersed in water for operation. This operation method is to break through the water medium to form a spherical shock wave. After the fracturing is completed, the technical personnel will check the fracturing situation; eliminate the potential safety hazards of the on-site environment, and ventilate the working face.

[0062] S9. Analysis of monitoring results: Conduct deformation comparison analysis on deformation monitoring points, specifically, conduct comparative analysis on deformation data of drilling-induced crack hole electric explosion fracturing pressure relief tunnel and non-drilling-induced crack hole electric explosion fracturing pressure relief tunnel. Specifically, vibration test system, microseismic monitoring system, acoustic emission system and strain test system can be used to jointly monitor deformation, and then obtain particle vibration velocity, positioning data and strain data, and the deformation amount can be obtained after analyzing these data.

[0063] S10. After reaching the target pressure relief standard, the electric explosion fracturing system, the water injection pipe 12 and the hole sealer 19 are recovered and prepared for the next fracturing pressure relief operation, and the slag is removed from the working face at the same time.

[0064] After the electric blast fracturing pressure relief operation is circulated in step S8, step S9 is immediately carried out to compare and analyze the deformation data of the electric blast fracturing pressure relief tunnel with drilled fracture holes and the electric blast fracturing pressure relief tunnel without drilled fracture holes, evaluate the deformation of the top and bottom plates and the two sides, and stop the electric blast fracturing pressure relief operation after reaching the pressure relief standard, otherwise continue the electric blast fracturing pressure relief operation. Among them, the energy of the shock wave generated by the discharge electrode 20 can be adjusted by the electric blast fracturing control system 24, so that the energy of the electric blast fracturing pressure relief operation can be adjusted, the fracturing pressure relief range can be controlled, and the stress of the surrounding rock of the tunnel can be effectively reduced.

[0065] like Figure 4 As shown, in the present invention, for the fracturing hole constructed downward or obliquely downward, the end of the fracturing hole extends to the lower tunnel and communicates with the end of the fracturing hole of the lower tunnel, that is, when working downward, pressure relief fracturing holes 25 involving multiple longitudinal tunnels can be drilled, thereby implementing multi-tunnel pressure relief. When performing electric explosion fracturing pressure relief operation of a single pressure relief fracturing hole 25 in multiple tunnels, the operation should be started from the bottom of the pressure relief fracturing hole 25 to prevent the pressure relief fracturing hole 25 from collapsing and causing the upper tunnel to fail to complete pressure relief.

[0066] like Figure 3 As shown, in the present invention, for the fracturing hole that relieves pressure upward or horizontally, the end of the discharge electrode 20 is fixedly connected with a non-conductive connecting sleeve 11 that can be detachably fixed in the fracturing hole. Specifically, the connecting sleeve 11 can be inserted into the sealing device 19 and fixed thereto. The discharge electrode 20 is supported by the connecting sleeve 11, and the connecting sleeve 11 has a high-strength non-conductive property. When placing the discharge electrode 20, the cable 10 is inserted into the connecting sleeve 11, one end of the cable 10 is connected to the discharge electrode 20, and the other end is connected to the electric detonation fracturing control system 24, and the discharge electrode 20 and the connecting sleeve 11 are placed in the fracturing hole. The cable diameter is 30mm<the connecting sleeve diameter<the discharge electrode 90mm, and the connection between the discharge electrode 20 and the cable 10 is internally blocked with liquid rubber 17 to prevent the water medium from entering from the end of the discharge electrode 20.

[0067] like Figure 3As shown, the hole sealer 19 is a curable liquid rubber located in the fissure hole for sealing the gap between the outer wall of the connecting sleeve 11 and the inner wall of the fissure hole, and the length of the hole sealed by the liquid rubber (hole sealer 19) is 110-160 mm. Preferably, a sealing block 16 is also provided on the end surface outside the fissure hole, which is sleeved on the outside of the connecting sleeve 11 and fixed thereto, and the water injection pipe 12 is passed through the sealing block 16 and fixed thereto. Before sealing the hole, the connecting sleeve 11 and the water injection pipe 12 are first connected to the sealing block 16, the sealing block 16 is held, a large amount of liquid rubber is applied to the outer walls of the connecting sleeve 11 and the water injection pipe 12, and the portion coated with the liquid rubber is quickly extended into the fissure hole, and the liquid rubber is cured to form a sealed hole. When the electric explosion fracturing system, the water injection pipe 12 and the hole sealer 19 are recovered in step S10, the connecting sleeve 11 is heated, and the solidified liquid rubber melts after heat transfer and can be recovered after loosening; and when sealing the next fracturing hole, the liquid rubber can be adjusted.

[0068] The middle of the blocking block 16 has a through-hole thread 15, and the connecting sleeve 11 is threadedly connected to the through-hole thread 15 of the blocking block 16. When placing the discharge electrode 20, the blocking block 16 at the hole is assembled with the connecting sleeve 11, and the other end of the blocking block 16 continues to be assembled with the connecting sleeve 11 using a threaded structure until it extends to the ground to support the weight of all parts in the fracture hole.

[0069] The water injection pipe 12 includes a water outlet section connected to the inner side of the blocking block 16 and extending into the fracture hole, and a water inlet section detachably connected to the outer side of the blocking block 16. Specifically, semi-through hole threads 13 can be provided on the inner and outer end faces of the blocking block 16, and the two semi-through hole threads 13 are connected, and the water outlet section and the water inlet section are respectively threadedly connected to the two semi-through hole threads 13. Before sealing the hole, the water outlet section of the water injection pipe 12 extending into the fracture hole is installed through the threaded structure, and the length of the water outlet section is greater than the length of the liquid rubber (hole sealer 19) sealing the hole, for example, the length of the water outlet section is 150-200mm; after sealing the hole, the water inlet section of the water injection pipe 12 is installed on the outer side of the fracture hole through the threaded structure to inject water into the fracture hole until it is full.

[0070] In the description of this specification, the description with reference to the terms "preferred embodiment", "one embodiment", "some embodiments", "example", "specific example" or "some examples" etc. means that the specific features, structures, materials or characteristics described in conjunction with the embodiment or example are included in at least one embodiment or example of the present invention. In this specification, the schematic representation of the above terms does not necessarily refer to the same embodiment or example. Moreover, the specific features, structures, materials or characteristics described may be combined in any one or more embodiments or examples in a suitable manner.

[0071] Although the embodiments of the present invention have been shown and described, it will be appreciated by those skilled in the art that various changes, modifications, substitutions and variations may be made to the embodiments without departing from the principles and spirit of the present invention, and that the scope of the present invention is defined by the claims and their equivalents.

Claims

1. A method for decompression of the roof and floor of a deep high-stress tunnel based on electric explosion fracturing, characterized in that: The steps include: S1. Arrange several deformation monitoring points on the top and bottom plates and the two sides of the tunnel, and set deformation monitoring devices at the deformation monitoring points; S2. Drilling a plurality of crack-causing holes on the working face using a drilling machine, wherein the crack-causing holes include a plurality of top crack-causing holes drilled from the tunnel, a plurality of side crack-causing holes drilled from the tunnel, and a plurality of bottom crack-causing holes drilled from the bottom plate of the tunnel; The spacing between the crack holes is calculated using the following formula: Where R is the distance between the fracturing holes on the same horizontal plane; K is the site coefficient related to rock properties and discharge parameters; E is the actual output energy of the electric explosion fracturing system; E0 is the residual energy of the electric explosion fracturing system; c s is the propagation speed of the shock wave formed by the electric explosion shock-induced fracturing system; V0 is the vibration speed of the particle at the edge of the maximum radius of the destruction circle; H is the vertical distance from the corresponding particle to the discharge position of the discharge electrode; α is the attenuation coefficient of the destruction range related to the shock wave energy; S3, constructing an electric detonation and fracturing system, wherein the electric detonation and fracturing system comprises an electric detonation and fracturing control system, and a discharge electrode connected to the electric detonation and fracturing control system via a cable and capable of extending into the fracturing hole and used to generate shock waves; S4, installing the discharge electrode into the crack hole; S5, installing a water injection pipe extending into the crack-causing hole; S6. The opening of the fracture hole for upward or horizontal pressure relief is sealed by a hole sealer, and the water injection pipe passes through the hole sealer and extends into the fracture hole; S7, injecting water into the crack hole through the water injection pipe until it is full; S8, start the electric explosion shock fracturing control system, generate shock waves through the discharge electrode to perform cyclic electric explosion shock fracturing pressure relief operations in the same fracturing hole; S9. Conduct deformation comparison analysis on deformation monitoring points; S10. After reaching the target pressure relief standard, the electric explosion fracturing system, water injection pipe and hole sealer are recovered and prepared for the next fracturing pressure relief operation.

2. A method for decompression of the roof and floor of a deep high-stress tunnel based on electric explosion fracturing according to claim 1, characterized in that: In step S2, for the fracturing hole constructed downward or obliquely downward, the end of the fracturing hole extends to the lower tunnel and communicates with the end of the fracturing hole in the lower tunnel.

3. A method for decompression of roof and floor plates of deep high-stress tunnels based on electric explosion fracturing according to claim 1, characterized in that: In step S7, an in-hole water pressure sensor is used to monitor whether the fracturing hole is filled with water.

4. A method for decompression of roof and floor of deep high-stress tunnels based on electric explosion fracturing according to claim 1, characterized in that: In step S8, the energy of the shock wave generated by the discharge electrode is adjustable.

5. The method for decompression of the roof and floor of a deep high-stress tunnel based on electric explosion fracturing according to claim 1 is characterized in that: Step S9 is immediately carried out after the cyclic electric blasting fracturing pressure relief operation, and the deformation data of the electric blasting fracturing pressure relief tunnel with drilled crack holes and the electric blasting fracturing pressure relief tunnel without drilled crack holes are compared and analyzed to evaluate the deformation of the top and bottom plates and the two sides. The electric blasting fracturing pressure relief operation is stopped when the pressure relief standard is reached, otherwise the cyclic electric blasting fracturing pressure relief operation is continued.

6. A method for decompression of roof and floor of deep high-stress tunnels based on electric explosion fracturing according to any one of claims 1 to 5, characterized in that: For the fracture hole that relieves pressure upward or horizontally, the end of the discharge electrode is fixedly connected with a non-conductive connecting sleeve that is detachably fixed in the fracture hole, and the discharge electrode is supported by the connecting sleeve.

7. A method for decompression of roof and floor plates of deep high-stress tunnels based on electric explosion fracturing according to claim 6, characterized in that: The connecting sleeve is inserted into the hole sealer and fixedly connected thereto.

8. A method for decompression of roof and floor plates of deep high-stress tunnels based on electric explosion fracturing according to claim 6, characterized in that: The hole sealer is a curable liquid rubber located in the crack hole and used for sealing the gap between the outer wall of the connecting sleeve and the inner wall of the crack hole.

9. According to the method for decompression of the roof and floor of a deep high-stress tunnel based on electric explosion fracturing as described in claim 6, a sealing block is also provided on the end surface outside the fracturing hole, which is sleeved outside the connecting sleeve and fixedly connected thereto, and the water injection pipe is passed through the sealing block and fixedly connected thereto.

10. A method for decompression of roof and floor of deep high-stress tunnels based on electric explosion fracturing according to claim 9, characterized in that: The connecting sleeve is threadedly connected to the blocking block, and the water injection pipe comprises a water outlet section connected to the inner side of the blocking block and extending into the crack-causing hole, and a water inlet section detachably connected to the outer side of the blocking block.

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