CN113266360B - Tunneling roadway penetration rock burst prevention method - Google Patents
Tunneling roadway penetration rock burst prevention method Download PDFInfo
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- CN113266360B CN113266360B CN202110474645.9A CN202110474645A CN113266360B CN 113266360 B CN113266360 B CN 113266360B CN 202110474645 A CN202110474645 A CN 202110474645A CN 113266360 B CN113266360 B CN 113266360B
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- 230000005641 tunneling Effects 0.000 title claims abstract description 105
- 238000000034 method Methods 0.000 title claims abstract description 43
- 239000011435 rock Substances 0.000 title claims abstract description 36
- 230000035515 penetration Effects 0.000 title claims abstract description 16
- 230000002265 prevention Effects 0.000 title claims abstract description 10
- 238000005422 blasting Methods 0.000 claims abstract description 85
- 238000005553 drilling Methods 0.000 claims abstract description 37
- 230000008569 process Effects 0.000 claims abstract description 20
- 238000007789 sealing Methods 0.000 claims description 15
- 239000003814 drug Substances 0.000 claims description 4
- 229940079593 drug Drugs 0.000 claims description 4
- 239000000758 substrate Substances 0.000 claims 3
- 230000003068 static effect Effects 0.000 abstract description 8
- 239000003245 coal Substances 0.000 description 19
- 239000002360 explosive Substances 0.000 description 7
- 230000000694 effects Effects 0.000 description 3
- 238000004519 manufacturing process Methods 0.000 description 2
- 230000000149 penetrating effect Effects 0.000 description 2
- 238000013459 approach Methods 0.000 description 1
- 238000010276 construction Methods 0.000 description 1
- 230000001687 destabilization Effects 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000002474 experimental method Methods 0.000 description 1
- 238000005065 mining Methods 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 239000011148 porous material Substances 0.000 description 1
- 238000002360 preparation method Methods 0.000 description 1
- 230000009467 reduction Effects 0.000 description 1
- 238000006467 substitution reaction Methods 0.000 description 1
- 238000012546 transfer Methods 0.000 description 1
- 230000003313 weakening effect Effects 0.000 description 1
Classifications
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/006—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries by making use of blasting methods
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/10—Making by using boring or cutting machines
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- F—MECHANICAL ENGINEERING; LIGHTING; HEATING; WEAPONS; BLASTING
- F42—AMMUNITION; BLASTING
- F42D—BLASTING
- F42D1/00—Blasting methods or apparatus, e.g. loading or tamping
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- F—MECHANICAL ENGINEERING; LIGHTING; HEATING; WEAPONS; BLASTING
- F42—AMMUNITION; BLASTING
- F42D—BLASTING
- F42D3/00—Particular applications of blasting techniques
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- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02E—REDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
- Y02E10/00—Energy generation through renewable energy sources
- Y02E10/20—Hydro energy
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- Environmental & Geological Engineering (AREA)
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- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- General Engineering & Computer Science (AREA)
- Drilling And Exploitation, And Mining Machines And Methods (AREA)
Abstract
The application provides a tunneling roadway penetration rock burst prevention method, which comprises the following steps: in the tunneling process, detecting the distance between a tunneling tunnel and a point to be penetrated of the tunnel to be penetrated; if the detected distance between the tunneling roadway and the point to be penetrated of the roadway to be penetrated belongs to a first preset distance range, blasting and pressure relief are carried out on the tunneling head-on, the roadway two sides and the roadway bottom plate; continuing tunneling the tunneling tunnel, and detecting the distance between the tunneling tunnel and a point to be penetrated of the tunnel in real time; if the distance between the detected tunneling roadway and the point to be penetrated of the roadway to be penetrated is smaller than a second preset distance, adjusting a tunneling head-on pressure relief mode to be large-diameter drilling pressure relief, and blasting and pressure relief are carried out on two sides of the roadway and the roadway bottom plate. The embodiment of the application can effectively reduce the stress concentration degree of the tunneling area and the static load concentration degree, thereby reducing the rock burst display risk caused by highly concentrated stress.
Description
Technical Field
The application relates to the technical field of coal mine safety exploitation, in particular to a tunneling roadway penetration rock burst prevention method.
Background
In the underground mining process of the coal mine, in order to form a complete production system, various development roadways, preparation roadways and stoping roadways are required to be excavated, in the roadway tunneling process, the advanced supporting pressure continuously moves forwards, the supporting pressure formed by the roadway to be penetrated is easily overlapped during penetration, so that a higher stress concentration degree is formed, the stress concentration degree is further increased along with the continuous reduction of the distance to be penetrated, when the critical load condition of the main bearing area coal body induced impact starting is reached, the bearing area is subjected to material-structure destabilization damage, and rock burst is instantly displayed.
The effective control method is adopted to work on the coal body in the high-stress area, so that the dredging of the load is realized, the stress concentration degree of the surrounding rock at the head-on is greatly reduced, the stress is stably changed in the tunneling process of the working face, the hidden danger of rock burst is reduced, and smooth penetration is realized. The reasonable pressure relief method is a key link for improving the pressure relief efficiency and guaranteeing the pressure relief effect, and the scheme of the application provides a tunneling roadway penetration rock burst prevention method on the basis of comprehensively considering the influence factors.
Disclosure of Invention
In view of the above problems, the present application has been made to provide a method for preventing rock burst through a tunnel, which overcomes the above problems or at least partially solves the above problems, and can combine two pressure relief modes of coal seam blasting pressure relief and large-diameter drilling pressure relief, so as to effectively reduce the stress concentration degree in the tunnel area, reduce the static load concentration degree, and increase the threshold for rock burst occurrence, thereby reducing the rock burst occurrence risk caused by highly concentrated stress.
According to an aspect of the embodiment of the application, a tunneling roadway penetration rock burst prevention method is provided, which comprises the following steps:
in the tunneling process, detecting the distance between a tunneling tunnel and a point to be penetrated of the tunnel to be penetrated;
if the detected distance between the tunneling roadway and the point to be penetrated of the roadway to be penetrated belongs to a first preset distance range, blasting and pressure relief are carried out on the tunneling head-on, the roadway two sides and the roadway bottom plate;
continuously tunneling a tunnel, and detecting the distance between the tunneling tunnel and a point to be penetrated of the tunnel to be penetrated in real time;
and if the detected distance between the tunneling roadway and the point to be penetrated of the roadway to be penetrated is smaller than a second preset distance, adjusting the pressure relief mode of the tunneling head to be large-diameter drilling pressure relief, and blasting and pressure relief are carried out on the two sides of the roadway and the roadway bottom plate.
Optionally, the first preset distance range is 50 m-60 m.
Optionally, the second preset distance is 20m.
Optionally, blasting and pressure relief are carried out on the heading head, the roadway two sides and the roadway bottom plate, and the method comprises the following steps:
arranging at least three head-on blastholes at the head of the tunneling roadway, arranging single-row side part blastholes at two sides of the roadway respectively, and arranging bottom plate blastholes at two bottom corner positions of the tunneling roadway respectively;
charging and sealing each blast hole, blasting and releasing pressure of the tunneling head through the charged and sealed head-on blast hole, blasting and releasing pressure of two sides of a roadway through the charged and sealed side blast holes, and blasting and releasing pressure of a roadway bottom plate through the charged and sealed bottom plate blast hole;
wherein the upper blasting holes are at a third preset distance from the roadway bottom plate.
Optionally, the hole depth of the head-on blasting hole is 11m, the aperture is 42mm, the loading capacity is 5kg, and the hole sealing length is 5.5m.
Optionally, the pressure relief mode of the tunneling head is adjusted to be a large-diameter drilling pressure relief mode, and the blasting pressure relief is performed on the two sides of the roadway and the roadway bottom plate, including:
arranging at least five large-diameter drilling holes at the tunneling head, and communicating the tunneling roadway with a roadway to be penetrated by utilizing the large-diameter drilling holes;
arranging single-row side part blasting holes on two sides of the roadway respectively, arranging bottom plate blasting holes at two bottom corner positions of the tunneling roadway, charging and sealing the side part blasting holes and the bottom plate blasting holes, performing blasting pressure relief on the two sides of the roadway through the charged and sealed side part blasting holes, and performing blasting pressure relief on the bottom plate of the roadway through the charged and sealed bottom plate blasting holes;
and the single-row side part blasting holes of the two sides of the roadway are at a third preset distance from the roadway bottom plate.
Optionally, the distance of the third preset distance between the upper blasting hole and the roadway bottom plate is 1.5-1.7 m, the hole depth of the upper blasting hole is 11m, the aperture is 42mm, the drug loading amount is 5kg, and the hole sealing length is 5.5m;
the hole depth of the bottom plate blasting hole is 10m, the aperture is 42mm, the loading capacity is 4kg, and the hole sealing length is 6m
Optionally, the large diameter borehole has a pore size in the range of 15cm to 20cm.
The process of preventing rock burst in the embodiment of the application can be roughly divided into two stages, wherein one stage is to perform blasting pressure relief on a tunneling head, two sides of a tunnel and a tunnel bottom plate by detecting the distance between a tunneling tunnel and a point to be penetrated of the tunnel in the tunneling process and detecting that the distance between the tunneling tunnel and the point to be penetrated of the tunnel to be penetrated is within a first preset distance range. And after blasting pressure relief, entering a second stage, wherein the second stage can detect the distance between the tunneling roadway and the point to be penetrated of the roadway in real time in the process of continuously tunneling the tunneling roadway, and if the detected distance between the tunneling roadway and the point to be penetrated of the roadway is smaller than a second preset distance, the pressure relief mode of the tunneling head-on is adjusted from blasting pressure relief to large-diameter drilling pressure relief, and the blasting pressure relief mode is continuously adopted for the two sides of the roadway and the roadway bottom plate. Therefore, in the embodiment of the application, during the penetration of a coal mine tunneling roadway, blasting pressure relief measures and large-diameter drilling pressure relief measures are adopted in stages, namely, two pressure relief modes of coal seam blasting pressure relief and large-diameter drilling pressure relief are combined, so that the stress concentration degree of a tunneling area can be effectively reduced, the static load concentration degree is reduced, the threshold for rock burst is improved, and the rock burst showing risk caused by highly concentrated stress is reduced.
The foregoing description is only an overview of the present application, and is intended to be implemented in accordance with the teachings of the present application in order that the same may be more clearly understood and to make the same and other objects, features and advantages of the present application more readily apparent.
The above, as well as additional objectives, advantages, and features of the present application will become apparent to those skilled in the art from the following detailed description of a specific embodiment of the present application when read in conjunction with the accompanying drawings.
Drawings
The accompanying drawings, which are included to provide a further understanding of the application and are incorporated in and constitute a part of this specification, illustrate embodiments of the application and together with the description serve to explain the application and do not constitute a limitation on the application. In the drawings:
FIG. 1 shows a schematic flow chart of a tunneling roadway penetration rock burst control method according to an embodiment of the application;
FIG. 2a shows a schematic layout of a blasthole at the heading head according to an embodiment of the application;
FIG. 2b shows a schematic layout of a blasthole at the heading head according to another embodiment of the application;
FIG. 3 shows a schematic layout of blast holes of a roadway highwall and a roadway floor according to an embodiment of the application;
FIG. 4 shows a schematic layout of a large diameter borehole at the head-on of a heading in accordance with an embodiment of the application;
in the figure, 1: tunneling a roadway; 2: a head-on blast hole; 3: a side blasting hole; 4: a bottom plate blast hole; 5: and (5) drilling holes with large diameters.
Detailed Description
Exemplary embodiments of the present application will be described in more detail below with reference to the accompanying drawings. While exemplary embodiments of the present application are shown in the drawings, it should be understood that the present application may be embodied in various forms and should not be limited to the embodiments set forth herein. Rather, these embodiments are provided so that this disclosure will be thorough and complete, and will fully convey the scope of the application to those skilled in the art.
It should be noted that the terms "first," "second," and the like in the description and in the claims are used for distinguishing between similar objects and not necessarily for describing a particular sequential or chronological order. It is to be understood that the data so used may be interchanged where appropriate such that the embodiments of the application described herein may be implemented in sequences other than those illustrated or otherwise described herein. Furthermore, the terms "comprises," "comprising," and "having," and any variations thereof, are intended to cover a non-exclusive inclusion, such that a process, method, system, article, or apparatus that comprises a list of steps or elements is not necessarily limited to those steps or elements expressly listed but may include other steps or elements not expressly listed or inherent to such process, method, article, or apparatus.
According to the analysis of influence factors of rock burst of the existing coal seam tunneling tunnel, the supporting pressure is arranged in front of the head-on of the tunnel to be penetrated, the supporting pressure is also arranged in front of the head-on of the tunneling tunnel, the two supports are mutually overlapped along with the approach of the two tunneling heads during the tunnel penetration, the concentrated static load is increased, the coal body between the tunneling tunnel and the tunnel to be penetrated is continuously stripped along with the continuous tunneling of the tunnel, the bearing capacity is reduced, the threshold of rock burst is reduced, and the dangerous degree of rock burst is greatly increased.
In order to solve the technical problems, an embodiment of the application provides a tunneling roadway penetration rock burst prevention method, and fig. 1 shows a flow diagram of a tunneling roadway penetration rock burst prevention method according to an embodiment of the application. Referring to fig. 1, the tunneling roadway penetration rock burst prevention method comprises steps S102 to S108.
Step S102, detecting the distance between the tunneling roadway and the point to be penetrated of the roadway in the tunneling process.
Step S104, if the detected distance between the tunneling roadway and the point to be penetrated of the roadway to be penetrated belongs to a first preset distance range, blasting and pressure relief are carried out on the tunneling head-on, the roadway two sides and the roadway bottom plate.
The embodiment of the application can compare the detected distance between the tunneling roadway and the point to be penetrated with the first preset distance range, and can judge whether the distance between the tunneling roadway and the point to be penetrated is positioned in the first preset distance range or not according to the comparison result. The point to be penetrated in this embodiment is in front of the heading head of the heading tunnel.
And S106, tunneling is continuously carried out on the tunnel, and the distance between the tunneling tunnel and the point to be penetrated of the tunnel to be penetrated is detected in real time.
And S108, if the detected distance between the tunneling roadway and the point to be penetrated of the roadway to be penetrated is smaller than a second preset distance, adjusting a tunneling head-on pressure relief mode into a large-diameter drilling pressure relief mode, and blasting and pressure relief are carried out on two sides of the roadway and the roadway bottom plate.
According to the embodiment of the application, the detected distance between the tunneling roadway and the point to be penetrated is compared with the second preset, and if the distance between the tunneling roadway and the point to be penetrated is judged to be smaller than the second preset distance according to the comparison result, the blasting pressure relief entering the second stage can be determined, namely, the pressure relief is carried out in combination with a large-diameter drilling pressure relief mode.
According to the embodiment of the application, during the penetration period of a coal mine tunneling roadway, blasting pressure relief measures and large-diameter drilling pressure relief measures are adopted in stages, namely, two pressure relief modes of coal seam blasting pressure relief and large-diameter drilling pressure relief are combined, so that the stress concentration degree of coal bodies in a tunneling area can be effectively reduced, the foundation static load level required by rock burst is greatly reduced, the threshold for the rock burst is improved, and the rock burst appearance risk caused by highly concentrated stress is reduced.
The basic static load of the coal bed is a necessary condition for rock burst, and the mode of combining coal bed large-diameter drilling and deep hole blasting is adopted to reduce the supporting pressure of the coal body by artificially manufacturing a plastic region of the coal body, so that the basic static load level can be reduced, the dynamic load superposition threshold is improved, and the aim of finally weakening the rock burst risk is fulfilled.
In an embodiment of the present application, the first preset distance range may be 50m to 60m. For example, if the distance between the detected tunneling roadway and the point to be penetrated of the roadway to be penetrated is 50m, namely, when the tunneling residual roadway is penetrated by 50m, the tunneling head-on, the roadway two sides and the roadway bottom plate can be blasted and relieved.
The following describes the process of blasting and releasing pressure for the heading head.
First, at least three blastholes are arranged in the heading head, which may be referred to herein as head-on blastholes 2, fig. 2a and 2b being arranged in the heading head-on. Then, explosive is charged into the head-on blast hole 2, and the head-on blast hole 2 charged with the explosive is sealed. And finally, blasting and pressure relief are carried out on the tunneling head-on through the head-on blasting holes 2.
In this embodiment, for example, three head-on blastholes 2 arranged at the heading head may be arranged in a positive three-flower manner as shown in fig. 2a, or three head-on blastholes 2 may be arranged in an inverted three-flower manner as shown in fig. 2 b. Alternatively, the embodiment of the application adopts a positive three-flower mode and an inverted three-flower mode to alternately arrange the head-on blastholes 2, for example, the head-on blastholes 2 are arranged in a positive three-flower mode by one tunneling head, and the head-on blastholes 2 are arranged in an inverted three-flower mode by the next tunneling head. By alternately arranging the head-on blasting holes 2 in the positive three-flower mode and the inverted three-flower mode, the blasting safety and the pressure relief are facilitated.
In an embodiment of the present application, when the head-on blastholes 2 are arranged in a positive three-flower manner, a distance between the head-on blastholes 2 located at two sides and the bottom plate of the tunneling roadway 1 may be set to be 1m, and a distance between the head-on blastholes 2 located in the middle and the bottom plate of the tunneling roadway 1 may be set to be 1.3m. When the head-on blastholes 2 are arranged in an inverted triple pattern, the distance between the head-on blastholes 2 positioned at two sides and the bottom plate of the tunneling roadway 1 can be set to be 1.3m, and the distance between the head-on blastholes 2 positioned in the middle and the bottom plate of the tunneling roadway 1 can be set to be 1m.
Whether the head-on blasting holes 2 are arranged in a positive three-flower mode or the head-on blasting holes 2 are arranged in an inverted three-flower mode, the distances between the head-on blasting holes 2 on two sides and the roadway side parts can be 1.2m. Of course, the positions and distances of the head-on blastholes 2 relative to the roadway floor and the roadway side are not unchanged, but can be adjusted according to parameters such as the thickness of an actual coal seam, and the embodiment of the application is not particularly limited.
In an alternative embodiment, in combination with what is shown in fig. 2a and 2b, when arranging the head-on blastholes 2, the hole depth of the head-on blastholes 2 may be set to 11m, the hole diameter is 42mm, the loading amount is 5kg, and the hole sealing length is 5.5m. In addition, in the construction process, the pressure relief safety distance of the heading head can be always kept to be not smaller than 4m.
Next, a process of blasting and pressure relief of the two sides of the roadway is described.
First, a single row of blastholes, referred to herein as upper blastholes 3, are placed in each of the two sides of the roadway, as shown in fig. 3. Then, an explosive is charged into the upper blast hole 3, and the upper blast hole 3 into which the explosive is charged is sealed. And finally, blasting and pressure relief are carried out on the roadway side part through the side part blasting holes 3.
In one embodiment of the application, the upper blastholes 3 are a third predetermined distance from the roadway floor. Alternatively, the distance range to which the third preset distance belongs may be 1.5 to 1.7m. In this example, in combination with what is shown in fig. 3, when the upper blasthole 3 is arranged, the hole depth of the upper blasthole 3 may be 11m, the hole diameter may be 42mm, the loading amount may be 5kg, and the hole sealing length may be 5.5m. Of course, the pressure relief parameters are not the only ones, and can be adjusted in time according to the actual coal side thickness.
Next, a process of blasting and releasing pressure of the tunnel bottom plate will be described.
First, blastholes, here called floor blastholes 4, are arranged from two bottom corner positions, respectively, at a distance behind the driving face of the driving tunnel 1, as shown in fig. 3. Then, explosive is charged into the bottom plate blastholes 4, and the bottom plate blastholes 4 charged with the explosive are sealed. Finally, the bottom plate is blasted and depressurized through the bottom plate blastholes 4.
In an alternative embodiment, in combination with what is shown in fig. 3, when the bottom plate blastholes 4 are arranged, the hole depth of the bottom plate blastholes 4 may be 10m, the hole diameter may be 42mm, the loading amount may be 4kg, the hole sealing length may be 6m, and the included angle between the axial direction of the bottom plate blastholes 4 and the bottom plate may be 45 degrees. Of course, the pressure relief parameters are not the only ones, and can be adjusted in time according to the actual bottom coal thickness.
The arrangement sequence of the head-on blastholes 2, the upper blastholes 3, the bottom plate blastholes 4 and the sequence of loading the explosive are not particularly limited, and generally three types of blastholes can be blasted simultaneously or respectively and sequentially.
According to the embodiment of the application, when the tunneling roadway 1 is far from the point to be penetrated of the roadway to be penetrated, the pressure is relieved in a blasting pressure relief mode, so that the operation is convenient, the cost is low, and a good pressure relief effect can be obtained by selecting proper pressure relief parameters.
After blasting and pressure relief are carried out on the heading head, the two sides of the tunnel and the tunnel bottom plate, the tunnel tunneling can be kept at a low speed and a stable speed in the process of continuously tunneling the tunnel in the execution step S106. And in the process of continuously tunneling the tunnel, the distance between the tunneling tunnel 1 and the point to be penetrated of the tunnel to be penetrated can be detected in real time, if the detected distance is smaller than the second preset distance, the second stage of blasting pressure relief is entered, namely, the pressure relief mode of the tunneling head-on is adjusted to be large-diameter drilling pressure relief, and the blasting pressure relief mode is still adopted for the two sides of the tunnel and the tunnel bottom plate. In an alternative embodiment, the second predetermined distance may be 20m.
Step S108 is performed to adjust the pressure relief mode of the heading head into the pressure relief mode of the large-diameter drilling hole, and the blasting pressure relief process of the two sides of the roadway and the roadway bottom plate is described.
Firstly, at least five large-diameter drilling holes 5 are arranged at the heading head, and the large-diameter drilling holes 5 are utilized to communicate the heading roadway 1 with the roadway to be penetrated.
The large-diameter drilling pressure relief mode is to drill a drilling hole at the head-on of tunneling so as to realize pressure relief through drilling deformation.
Then, arranging single-row side part blasting holes 3 on two sides of the roadway respectively, and arranging bottom plate blasting holes 4 on two bottom corner positions of the tunneling roadway 1, wherein the side part blasting holes 3 are at a third preset distance from the roadway bottom plate.
And then, the blasting holes are charged and sealed, the blasting pressure relief is carried out on the two sides of the roadway through the side blasting holes 3 after the charging and sealing, and the blasting pressure relief is carried out on the roadway bottom plate through the bottom plate blasting holes 4 after the charging and sealing.
The blasting pressure relief is actually achieved by blasting loose surrounding rock. The pressure relief effect of the drilling pressure relief is related to parameters such as drilling depth, drilling interval, drilling layout and the like, such as drilling diameter, drilling depth, drug loading, drilling direction and the like, and the pressure relief parameters can be adjusted according to different surrounding rock conditions. The inventor of the scheme of the application obtains the reasonable drilling pressure relief parameters through repeated experiments.
The drilling depth of the large diameter drill hole 5 of this embodiment may be set to 20m. As shown in fig. 4, two rows of upper and lower large diameter holes 5 may be provided, and the distance between the upper and lower rows of large diameter holes 5 is 1.2m, the distance between the lower row of large diameter holes 5 and the roadway floor is 1.2m, and the distance between the left and right adjacent large diameter holes 5 is also 1.2m. Five large diameter bores 5 are arranged in total in the embodiment shown in fig. 4, and two large diameter bores 5 are arranged in an upper row and three large diameter bores 5 are arranged in a lower row.
The drilling pressure relief can effectively reduce the amount of the floor heave and the side wall approaching of the roadway, and can also effectively prevent and control rock burst.
And after the pressure relief of the second stage is carried out, the roadway is continuously driven, the driving speed needs to be reduced in the roadway driving process, the roadway is driven at a steady speed, the negligence of negligence is avoided, and the roadway is driven until the roadway and the roadway to be penetrated are smoothly penetrated. According to the embodiment of the application, the pressure relief measures are continuously developed in each stage during tunneling and penetrating, so that the surrounding rock structure of the tunnel is changed, the static load concentration degree is reduced, and the energy transfer of the surrounding rock is dissipated, thereby effectively improving the threshold for rock burst occurrence and effectively reducing the probability of rock burst danger during tunneling and penetrating.
It should be noted that, for simplicity of description, the foregoing method embodiments are all described as a series of acts, but it should be understood by those skilled in the art that the present application is not limited by the order of acts described, as some steps may be performed in other orders or concurrently in accordance with the present application. Further, those skilled in the art will appreciate that the embodiments described in the specification are all alternative embodiments and that the actions involved are not necessarily required for the present application.
Finally, it should be noted that: the above embodiments are only for illustrating the technical solution of the present application, and not for limiting the same; although the application has been described in detail with reference to the foregoing embodiments, it will be understood by those of ordinary skill in the art that: the technical scheme described in the foregoing embodiments can be modified or some or all technical features thereof can be replaced by others within the spirit and principle of the present application; such modifications and substitutions do not depart from the scope of the application.
Claims (4)
1. The tunneling roadway penetration rock burst prevention method is characterized by comprising the following steps of:
in the tunneling process, detecting the distance between a tunneling tunnel and a point to be penetrated of the tunnel to be penetrated;
if the detected distance between the tunneling roadway and the point to be penetrated of the roadway to be penetrated belongs to a first preset distance range, blasting and pressure relief are carried out on the tunneling head-on, the roadway two sides and the roadway bottom plate;
continuously tunneling a tunnel, and detecting the distance between the tunneling tunnel and a point to be penetrated of the tunnel to be penetrated in real time;
if the detected distance between the tunneling roadway and the point to be penetrated of the roadway to be penetrated is smaller than a second preset distance, adjusting the pressure relief mode of the tunneling head to be large-diameter drilling pressure relief, and blasting and pressure relief are carried out on two sides of the roadway and the roadway bottom plate;
the first preset distance range is 50-60 m;
the second preset distance is 20m;
blasting and pressure relief are carried out on a tunneling head-on part, two sides of a roadway and a roadway bottom plate, and the method comprises the following steps:
arranging at least three head-on blastholes at the head of the tunneling roadway, arranging single-row side part blastholes at two sides of the roadway respectively, and arranging bottom plate blastholes at two bottom corner positions of the tunneling roadway respectively;
charging and sealing each blast hole, blasting and releasing pressure of the tunneling head through the charged and sealed head-on blast hole, blasting and releasing pressure of two sides of a roadway through the charged and sealed side blast holes, and blasting and releasing pressure of a roadway bottom plate through the charged and sealed bottom plate blast hole;
wherein the upper blasting holes are at a third preset distance from the roadway bottom plate;
the pressure relief mode of the tunneling head-on is adjusted to be large-diameter drilling pressure relief, and blasting pressure relief is carried out on the two sides of the roadway and the roadway bottom plate, and the method comprises the following steps:
arranging at least five large-diameter drilling holes at the tunneling head, and communicating the tunneling roadway with a roadway to be penetrated by utilizing the large-diameter drilling holes;
arranging single-row side part blasting holes on two sides of the roadway respectively, arranging bottom plate blasting holes at two bottom corner positions of the tunneling roadway, charging and sealing the side part blasting holes and the bottom plate blasting holes, performing blasting pressure relief on the two sides of the roadway through the charged and sealed side part blasting holes, and performing blasting pressure relief on the bottom plate of the roadway through the charged and sealed bottom plate blasting holes;
and the single-row side part blasting holes of the two sides of the roadway are at a third preset distance from the roadway bottom plate.
2. The method of claim 1, wherein the step of determining the position of the substrate comprises,
the hole depth of the head-on blasting hole is 11m, the aperture is 42mm, the drug loading amount is 5kg, and the hole sealing length is 5.5m.
3. The method of claim 1, wherein the step of determining the position of the substrate comprises,
the distance range of the third preset distance between the side blasting hole and the roadway bottom plate is 1.5-1.7 m, the hole depth of the side blasting hole is 11m, the aperture is 42mm, the loading quantity is 5kg, and the hole sealing length is 5.5m;
the hole depth of the bottom plate blasting hole is 10m, the aperture is 42mm, the drug loading amount is 4kg, and the hole sealing length is 6m.
4. The method of claim 1, wherein the step of determining the position of the substrate comprises,
the aperture range of the large-diameter drilling hole is 15cm-20cm.
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