CN116608004A - Discharging-extracting-tunneling cooperative prevention and control method for controlling rock burst and gas extraction - Google Patents
Discharging-extracting-tunneling cooperative prevention and control method for controlling rock burst and gas extraction Download PDFInfo
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- CN116608004A CN116608004A CN202310612142.2A CN202310612142A CN116608004A CN 116608004 A CN116608004 A CN 116608004A CN 202310612142 A CN202310612142 A CN 202310612142A CN 116608004 A CN116608004 A CN 116608004A
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- 238000000034 method Methods 0.000 title claims abstract description 43
- 238000000605 extraction Methods 0.000 title claims abstract description 24
- 239000011435 rock Substances 0.000 title claims abstract description 22
- 230000002265 prevention Effects 0.000 title claims abstract description 13
- 230000005641 tunneling Effects 0.000 claims abstract description 182
- 238000005553 drilling Methods 0.000 claims abstract description 173
- 238000010276 construction Methods 0.000 claims abstract description 113
- 239000003245 coal Substances 0.000 claims abstract description 26
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- 239000007787 solid Substances 0.000 claims description 3
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- 238000012423 maintenance Methods 0.000 description 5
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21F—SAFETY DEVICES, TRANSPORT, FILLING-UP, RESCUE, VENTILATION, OR DRAINING IN OR OF MINES OR TUNNELS
- E21F17/00—Methods or devices for use in mines or tunnels, not covered elsewhere
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21C—MINING OR QUARRYING
- E21C41/00—Methods of underground or surface mining; Layouts therefor
- E21C41/16—Methods of underground mining; Layouts therefor
- E21C41/18—Methods of underground mining; Layouts therefor for brown or hard coal
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21F—SAFETY DEVICES, TRANSPORT, FILLING-UP, RESCUE, VENTILATION, OR DRAINING IN OR OF MINES OR TUNNELS
- E21F7/00—Methods or devices for drawing- off gases with or without subsequent use of the gas for any purpose
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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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Abstract
The application discloses a discharging-extracting-tunneling collaborative prevention and control method for controlling rock burst and gas extraction, which comprises the steps of dividing the pressure relief grade of a tunneling roadway according to the geological condition of the tunneling roadway, and determining the construction position of a pressure relief drilling site based on the pressure relief grade; determining the pressure relief drilling construction depth and the pressure relief drill site spacing of the pressure relief drill sites in each pressure relief grade according to actual construction conditions; and finally, dividing a plurality of tunneling stages during tunneling, determining whether to construct a roadway side pressure relief drilling hole according to the condition of a coal body where a tunneling roadway is located, constructing a pressure relief drilling field for pressure relief before each tunneling stage starts, then starting tunneling, taking each pressure relief drilling hole as a drainage hole for gas drainage when the gas emission quantity reaches a certain value during tunneling, so that the tunneling of the roadway is always in a pressure relief area, the safety of the tunneling of the roadway is ensured, the construction of the pressure relief drilling holes is effectively reduced, the construction efficiency is improved, the breakage of the roadway side coal body is reduced as much as possible, and the integrity of roadway support is maintained.
Description
Technical Field
The application relates to the technical field of coal mine rock burst control, in particular to a discharging-extracting-tunneling cooperative prevention and control method for controlling rock burst and gas extraction.
Background
The rock burst coal seam tunnel tunneling engineering quantity is large, the personnel density is high, the tunnel and equipment are easy to damage and casualties once the rock burst accident occurs, and huge loss is caused to the coal mine. As the mining depth of the coal mine increases, the coal seam is affected by high ground stress, high gas pressure and the like, the risk of rock burst disasters and coal and gas outburst disasters is rapidly increased, and interaction among disasters begins to appear, so that rock burst, coal and gas outburst coexist and are mutually compounded, the prevention and control difficulty is increased, and the prevention and control workload is increased; meanwhile, continuous operation is guaranteed for continuous production, and rapid tunneling of the roadway is required. The pressure relief, extraction and tunneling procedures are contradictory and conflicting, so that the tunneling efficiency is severely restricted, and the tunneling safety is threatened.
At present, the pressure relief measures aiming at the tunneling roadway mainly comprise the pressure relief of large-diameter drilling holes of coal bodies; the gas extraction measures aiming at the tunneling roadway mainly comprise fan-shaped drilling gas extraction. The two methods are used for constructing holes in the coal seam to carry out pressure relief or gas extraction, and the two methods are both required to be constructed when a tunneling roadway is formed and has engineering construction conditions, so that a plurality of problems are brought to the field practice, firstly, a large number of holes for pressure relief and gas extraction construction easily cause the breakage of roadway side coal bodies, and further the roadway support strength is reduced; secondly, the pressure relief and gas extraction are always delayed from the tunneling, so that the tunneling head is always in a prevention and control blind area; thirdly, the drilling machine is positioned in a tunneling roadway and needs to be moved frequently, so that the construction efficiency is reduced, and the normal use and tunneling of the roadway are affected.
Therefore, how to provide a new method can effectively solve the above technical problems is one of the directions of research required in the industry.
Disclosure of Invention
Aiming at the problems in the prior art, the application provides the unloading-pumping-tunneling cooperative prevention and control method for controlling rock burst and gas extraction, which can ensure that the tunneling is always in a pressure relief area, thereby ensuring the tunneling safety, effectively reducing the number of drilling holes for construction on the premise of ensuring the safety, and effectively improving the construction efficiency and the tunneling speed.
In order to achieve the above purpose, the technical scheme adopted by the application is as follows: a discharging-extracting-digging cooperative prevention and control method for controlling rock burst and gas extraction comprises the following specific steps:
step one: firstly determining the path trend of a pre-tunneling roadway according to the coal seam trend, then acquiring the geological conditions around the pre-tunneling roadway path, and then dividing the pressure relief grade of the geological conditions around the whole pre-tunneling roadway path according to the geological conditions;
step two: according to the pressure relief grades divided in the first step, respectively determining the construction position of the pressure relief drilling site for each pressure relief grade;
step three: determining the pressure relief drilling construction depth and the pressure relief drill site spacing of each pressure relief drill site in each pressure relief grade in the second step according to the actual construction conditions;
step four: before tunneling a roadway, equally dividing the roadway into a plurality of tunneling stages, firstly acquiring the maximum pressure relief grade in the range of the first tunneling stage, then constructing a pressure relief drilling field for the first tunneling stage according to the construction position of the pressure relief drilling field corresponding to the maximum pressure relief grade determined in the second step, combining actual construction conditions, realizing the pressure relief for the range of the first tunneling stage, starting tunneling of the roadway of the first tunneling stage according to a preset path after the completion of the pressure relief for constructing the pressure relief drilling field in the range of the pressure relief grade according to the actual construction conditions in the tunneling process of the first tunneling stage;
step five: and when the tunnel is tunneled to the next tunneling stage, repeating the processing procedure of the fourth step, and continuing until the whole tunneling process of the whole tunnel is completed.
Further, the specific process of pressure relief grading in the first step is as follows:
s1, collecting geological data around a pre-tunneling roadway path, wherein the geological data comprise a tunneling roadway plane section view and a geological structure distribution map;
s2, calculating the static load stress index of the tunneling tunnel of each area on the pre-tunneling tunnel path according to the tunnel plane section and the geological structure distribution diagram:
K＝K d K z K h (1)
wherein:
k represents the static load stress index of the tunneling roadway;
K d represents the static load stress index of the tunneling roadway under the influence of faults, and K is the distance between the roadway and the fault surface is 0-50 m d 2, K is 50-150 m from the fault surface of the roadway d K is 1.75 when the roadway is 150-300 m away from the fault plane d 1.50, K is 300-500 m from the fault plane d 1.25, K is greater than 500m for roadway distance fault plane d 1 is shown in the specification;
K z represents the static load stress index of the tunneling tunnel under the influence of the flexure, and K is the tunnel distance from the flexure shaft part to 0-50 m z 2, K is 50-150 m from the roadway to the folding and bending shaft part z K is 1.75 when the roadway is 150-300 m away from the folding bent shaft part z K is 1.50 when the roadway is 300-500 m away from the folding bent shaft part z 1.25, K is greater than 500m for roadway distance fold axis z 1 is shown in the specification;
K h k is expressed when the static load stress index of the tunneling tunnel under the influence of tunnel intersection and the tunnel distance from the tunnel intersection point is 0-50 m h 2, K is 50-100 m from the roadway crossing point h 1.75, K is 100-200 m from roadway crossing point h 1.50, K is the distance between the lane and the crossing point of the lane is 200-300 m h 1.25, K is greater than 300m in roadway distance crossing h 1 is shown in the specification;
s3, setting threshold ranges corresponding to different pressure relief grades, calculating the static load stress indexes of the tunneling roadway of different areas according to the step S2, and comparing the static load stress indexes with the set threshold ranges respectively, so as to determine the pressure relief grade of each area.
Further, in the step S3, the threshold ranges corresponding to the different pressure relief levels are specifically set as follows:
dividing a tunneling roadway area with K less than or equal to 2 into an I-level pressure relief area;
2<K is less than or equal to 4, and is divided into a class II pressure relief area;
4<K is less than or equal to 6, and is divided into a III-level pressure relief area;
the tunnelling roadway area of 6<K is divided into IV-level pressure relief areas.
Further, the second step specifically comprises:
(1) if the pressure relief area is the I-level pressure relief area, the construction position of the pressure relief drilling site is as follows: the roadway side pressure relief range is 5-20 m, the pressure relief drilling interval is 3m, 1 long-length drilling hole is arranged at the head-on position, the drilling hole is located at the center of the head-on position, the distance between the drilling holes and the roadway bottom plate is 1.5m, and the construction is carried out along the roadway tunneling direction;
(2) if the pressure relief area is the II-level pressure relief area, the construction position of the pressure relief drilling site is as follows: the roadway side pressure relief range is 5-20 m, the pressure relief drilling interval is 3m, 2 long-length drilling holes are arranged at the head-on position, are positioned at the two sides of the center of the head-on position and are symmetrically arranged, the drilling holes are 1.5m away from the roadway bottom plate, and are constructed along the roadway tunneling direction;
(3) if the pressure relief area is the III-level pressure relief area, the construction position of the pressure relief drilling site is as follows: the roadway side pressure relief range is 5-20 m, the pressure relief drilling interval is 2m, 2 long drilling holes with the trend are arranged at the head, the drilling holes are symmetrically arranged at the two sides of the center of the head, the distance between the drilling holes and the roadway bottom plate is 1.5m, and the construction is carried out along the roadway tunneling direction;
(4) if the pressure relief area is the IV-level pressure relief area, the construction position of the pressure relief drilling site is as follows: the roadway side pressure relief range is 5-20 m, the pressure relief drilling interval is 2m, 3 long-length drilling holes are arranged at the head-on direction, the center of the head-on direction serves as an origin, the drilling holes are arranged in a delta shape, the distance between the drilling holes and the roadway bottom plate is 1.5m, and the construction is carried out along the roadway tunneling direction.
Further, the third step specifically comprises:
(1) Firstly determining actual construction conditions of the current pressure relief grade, wherein the actual construction conditions comprise drilling construction efficiency, roadway tunneling speed and the number of construction drilling holes, and then determining the construction depth L of the pressure relief drilling holes in the pressure relief drilling site according to the actual construction conditions to be as follows:
L≥a×(b 1 +2×b 2 +b 3 )×c (2)
wherein L represents the construction depth of pressure relief drilling and m; a represents the pressure relief drilling construction efficiency and the working/hole; b 1 Representing the number of head-on pressure relief drilling holes; b 2 The number of the pressure relief holes of the construction side is represented; b 3 Representing the number of non-construction side pressure relief drilling holes; c represents the tunneling speed, m/d;
(2) The drill site spacing M of the current pressure relief level is determined according to the actual construction conditions as follows:
M≤L-a×b 2 ×c (3)
where M represents the drill site spacing, M.
In the tunneling process, the absolute gas emission quantity of the tunneling working face is measured in real time, and when the absolute gas emission quantity is more than 3m 3 And (3) gas drainage is carried out in the time of/min, and the constructed pressure relief drilling holes in the current pressure relief grade range are directly used as gas drainage holes to carry out gas drainage, so that the drilling construction amount is saved and the pressure relief effect is achieved.
In the process of tunneling, if the current tunneling roadway is a solid coal roadway, constructing roadway sides for pressure relief and drilling in the two sides of the roadway in a manner determined in the second step; if the current tunneling roadway is a temporary roadway, the roadway side pressure relief drilling is not constructed at the part with the section coal pillar smaller than 30m, and the roadway side pressure relief drilling is constructed at the part with the section coal pillar larger than or equal to 30m according to the determined mode of the step two. Whether the pressure relief drilling holes are constructed or not is determined according to different conditions, so that the construction of unnecessary pressure relief drilling holes can be further reduced, and the efficiency of pressure relief construction is improved.
And in the fifth step, when the pressure relief is carried out from the tunneling stage to the next tunneling stage, the heading towards the long drilling holes is firstly carried out in the head-on construction of the tunnel, then the pressure relief drilling sites are constructed in the production side of the tunnel and face towards the tunneling front, finally the pressure relief drilling sites are constructed in the non-production side of the tunnel and face towards the tunneling front, and the tunneling in the next tunneling stage is continued after the completion. By adopting the sequential pressure relief mode, the effect of each pressure relief construction can be ensured.
Compared with the prior art, the application has the following advantages:
1. the method comprises the steps of firstly dividing the pressure relief grade of the tunneling roadway according to the geological condition of the tunneling roadway, and then respectively determining the construction position of a pressure relief drilling site for each pressure relief grade based on the pressure relief grade; determining the pressure relief drilling construction depth and the pressure relief drill site spacing of each pressure relief drill site in each pressure relief grade according to actual construction conditions; and finally, dividing a plurality of tunneling stages during tunneling, constructing a pressure relief drilling site for pressure relief before each tunneling stage starts, and then starting tunneling in the current tunneling stage, so that the tunneling of the tunnel is always in a pressure relief area, the burst pressure of the tunneling tunnel and the outburst risk of coal and gas are effectively reduced, and the safety of the tunneling of the tunnel is ensured.
2. According to the method, different numbers of pressure relief drilling holes are adopted according to the pressure relief grades, whether the pressure relief drilling holes of the roadway side are constructed or not is determined according to the condition of coal bodies where the tunneling roadway is located, and the gas extraction drilling holes are not required to be constructed in the whole tunneling process, when the gas emission quantity reaches a certain value, each pressure relief drilling hole is used as the extraction hole to carry out gas extraction, and under the premise that the safety of tunneling of the roadway is met, the construction of the pressure relief drilling holes can be effectively reduced, the construction efficiency can be improved, the breakage of the roadway side coal bodies is reduced as much as possible, and the integrity of roadway support is maintained.
3. According to the application, the pressure relief drilling hole arrangement is intensively carried out before each tunneling stage is started, and drilling construction is not needed in the tunneling process of the tunneling stage after the completion, so that the drilling machine only needs one-time centralized construction in one tunneling stage, and frequent movement in the tunneling process is not needed, the tunneling speed of the tunneling stage is not influenced, and the effect that the drilling construction and the tunnel tunneling are not mutually influenced is realized.
Drawings
FIG. 1 is a schematic overall flow diagram of the present application;
FIG. 2 is a cloud chart of static load stress index distribution of a tunneling roadway of a mine 402101 working face in an embodiment of the application;
FIG. 3 is a ranking of a mine 402101 face tunnelling roadway pressure relief area in an embodiment of the application;
FIG. 4 is a schematic illustration of a borehole construction within a first pressure relief rating of a mine 402101 face tunnelling roadway in accordance with an embodiment of the present application;
FIG. 5 is a schematic illustration of a borehole construction within a second pressure relief rating of a mine 402101 face tunnelling roadway in accordance with an embodiment of the present application;
fig. 6 is a schematic diagram of drilling construction of the whole process of tunneling a roadway on a working face of a mine 402101 in an embodiment of the application.
Detailed Description
The present application will be further described below.
In this embodiment, a mine 402101 transportation roadway is used as a background, the roadway is tunneled from a main roadway to a position which is 1900m away from a return air main roadway along the north direction, then the roadway is turned to the west, an included angle between the roadway and the north direction is 30 degrees, the tunnelling length is 1230m, the total length of the roadway design is 3218m, the roadway is arranged in a No. 4 coal seam, and the method is adopted to perform the cooperative prevention and control measures of unloading, pumping and tunneling in the roadway tunnelling process, as shown in fig. 1, and the specific steps are as follows:
step one: firstly determining the path trend of a pre-tunneling roadway according to the coal seam trend, then acquiring the geological conditions around the pre-tunneling roadway path, and then dividing the pressure relief grades of the geological conditions around the whole pre-tunneling roadway path according to the geological conditions, wherein the concrete process is as follows:
s1, collecting geological data around a pre-tunneling roadway path, wherein the geological data comprise a tunneling roadway plane section view and a geological structure distribution map; the distribution diagram shows that the construction area passes through the A4 anticline, the A5 anticline, the DF13 normal fault and the DF14 normal fault, and simultaneously passes through a drainage roadway below the roadway;
s2, according to a horizontal section view of the tunnel and a geological structure distribution diagram, according to a tunnel static load stress index calculation method, tunnel static load stress indexes under the influence of faults, folds and tunnel cross are respectively determined, and finally tunnel static load stress indexes of all areas on a pre-tunnel path are calculated:
K＝K d K z K h (1)
wherein:
k represents the static load stress index of the tunneling roadway;
K d represents the static load stress index of the tunneling roadway under the influence of faults, and K is the distance between the roadway and the fault surface is 0-50 m d 2, K is 50-150 m from the fault surface of the roadway d K is 1.75 when the roadway is 150-300 m away from the fault plane d 1.50, K is 300-500 m from the fault plane d 1.25, K is greater than 500m for roadway distance fault plane d 1 is shown in the specification;
K z represents the static load stress index of the tunneling tunnel under the influence of the flexure, and K is the tunnel distance from the flexure shaft part to 0-50 m z 2, K is 50-150 m from the roadway to the folding and bending shaft part z K is 1.75 when the roadway is 150-300 m away from the folding bent shaft part z K is 1.50 when the roadway is 300-500 m away from the folding bent shaft part z 1.25, K is greater than 500m for roadway distance fold axis z 1 is shown in the specification;
K h k is expressed when the static load stress index of the tunneling tunnel under the influence of tunnel intersection and the tunnel distance from the tunnel intersection point is 0-50 m h 2, K is 50-100 m from the roadway crossing point h 1.75, K is 100-200 m from roadway crossing point h 1.50, K is the distance between the lane and the crossing point of the lane is 200-300 m h 1.25, K is greater than 300m in roadway distance crossing h 1 is shown in the specification;
drawing a static load stress index cloud chart during construction roadway tunneling after calculation, as shown in fig. 2;
s3, setting threshold ranges corresponding to different pressure relief grades, wherein the threshold ranges are specifically as follows:
dividing a tunneling roadway area with K less than or equal to 2 into an I-level pressure relief area;
2<K is less than or equal to 4, and is divided into a class II pressure relief area;
4<K is less than or equal to 6, and is divided into a III-level pressure relief area;
6<K the tunneling roadway area is divided into IV-level pressure relief areas;
according to the static load stress indexes of the roadway during the tunneling of the 402101 transportation roadway calculated in the step S2, respectively comparing the static load stress indexes with a set threshold range, and determining the pressure relief grades of all areas of the tunneling roadway, as shown in fig. 3; the specific pressure relief grades of 402101 roadway driving are shown in table 1:
table 1: pressure relief grading of tunneling roadway
Step two: according to the pressure relief grades divided in the step one, the construction position of the pressure relief drilling site is respectively determined for each pressure relief grade, and the method specifically comprises the following steps:
(1) if the pressure relief area is the I-level pressure relief area, the construction position of the pressure relief drilling site is as follows: the roadway sides are provided with pressure relief drilling holes at positions 5m, 8m, 11m, 14m, 17m and 20m away from the roadway surface, 1 trend long drilling hole is arranged at the head-on position, the drilling holes are located at the center position of the head-on position, the distance from the drilling holes to the roadway bottom plate is 1.5m, and construction is carried out along the roadway tunneling direction;
(2) if the pressure relief area is the II-level pressure relief area, the construction position of the pressure relief drilling site is as follows: the roadway sides are provided with pressure relief drilling holes 5m, 8m, 11m, 14m, 17m and 20m away from the roadway surface, 2 long drilling holes with the trend are arranged at the head, the drilling holes are symmetrically arranged at the two sides of the center of the head, the drilling holes are 1.5m away from the roadway bottom plate, and the construction is carried out along the roadway tunneling direction;
(3) if the pressure relief area is the III-level pressure relief area, the construction position of the pressure relief drilling site is as follows: the roadway sides are provided with pressure relief drilling holes at positions 5m, 7m, 9m, 11m, 13m, 15m, 17m and 19m away from the roadway surface, 2 trend long drilling holes are arranged at the head end, the pressure relief drilling holes are symmetrically arranged at the two sides of the center of the head end, the drilling holes are 1.5m away from the roadway bottom plate, and the pressure relief drilling holes are constructed along the roadway tunneling direction;
(4) if the pressure relief area is the IV-level pressure relief area, the construction position of the pressure relief drilling site is as follows: the roadway sides are provided with pressure relief drilling holes at positions 5m, 7m, 9m, 11m, 13m, 15m, 17m and 19m away from the roadway surface, 3 trend long drilling holes are arranged at the head-on position, the center of the head-on position is taken as an origin, the drilling holes are arranged in a delta shape, the distance from the roadway bottom plate is 1.5m, and the construction is carried out along the roadway tunneling direction.
Each pressure relief drilling hole in the roadway wall construction is a long-going drilling hole and is constructed towards the front of tunneling;
step three: the pressure relief drilling construction depth and the pressure relief drill site spacing of each pressure relief drill site in each pressure relief grade in the second step are determined according to actual construction conditions, and the method specifically comprises the following steps:
(1) Firstly determining actual construction conditions of the current pressure relief grade, wherein the actual construction conditions comprise drilling construction efficiency, roadway tunneling speed and the number of construction drilling holes, and then determining the construction depth L of the pressure relief drilling holes in the pressure relief drilling site according to the actual construction conditions to be as follows:
L≥a×(b 1 +2×b 2 +b 3 )×c (2)
wherein L represents the construction depth of pressure relief drilling and m; a represents the pressure relief drilling construction efficiency and the working/hole; b 1 Representing the number of head-on pressure relief drilling holes; b 2 The number of the pressure relief holes of the construction side is represented; b 3 Representing the number of non-construction side pressure relief drilling holes; c represents the tunneling speed, m/d;
(2) The drill site spacing M of the current pressure relief level is determined according to the actual construction conditions as follows:
M≤L-a×b 2 ×c (3)
where M represents the drill site spacing, M.
According to the actual construction conditions of the combined 402101 transportation roadway, namely that a maintenance work of a mine trend long drilling hole can be constructed for 200m at most, 2 drilling holes are constructed according to the maintenance work, namely that one drilling hole needs 0.5 working construction to be finished, the roadway tunneling speed is 7 m/day, the number of head-on pressure relief drilling holes and the number of two pressure relief drilling holes are respectively as described above, and the construction depth L is as follows:
level I pressure relief area L is greater than or equal to a× (b) 1 +2×b 2 +b 3 )×c＝0.5×(1+2×6+6)×7＝66.5m
Level II pressure relief area L is greater than or equal to a× (b) 1 +2×b 2 +b 3 )×c＝0.5×(2+2×6+6)×7＝70m
Level III pressure relief area L is greater than or equal to a× (b) 1 +2×b 2 +b 3 )×c＝0.5×(2+2×8+8)×7＝91m
Level IV pressure relief area L is greater than or equal to a× (b) 1 +2×b 2 +b 3 )×c＝0.5×(3+2×8+8)×7＝94.5m
According to the calculation, the maximum drilling construction depth meeting the requirement is 94.5m, and one overhaul shift needs to construct a drilling 189m, and the drilling construction depth is 100m in the range of the drilling construction capability of the mine.
The drill site spacing M is as follows:
i-stage pressure relief area M is less than or equal to L-a×b 2 ×c＝100-0.5×6×7＝79m
Class II pressure relief area M is less than or equal to L-a x b 2 ×c＝100-0.5×6×7＝79m
Class III pressure relief area M is less than or equal to L-a x b 2 ×c＝100-0.5×8×7＝72m
Level IV relief area M is less than or equal to L-a x b 2 ×c＝100-0.5×8×7＝72m
In order to reduce the overlapping distance between two rounds of drilling as much as possible, the drill site distance of the class I and class II relief areas is 79m and the drill site distance of the class iii and class IV relief areas is 72m.
Step four: making a rock burst-gas discharging-extracting-tunneling cooperative prevention and control scheme for rapid tunneling of a roadway: dividing the roadway into a plurality of tunneling stages at equal intervals before tunneling the roadway, acquiring a maximum pressure relief grade in the range of the first tunneling stage as grade II, constructing before the roadway is constructed, wherein the depth of the drilled hole is 100m, constructing 2 drilled holes in the head-on mode, the distance between the upper drilled holes is 3m, and starting tunneling after the whole construction of the drilled holes is finished, as shown in fig. 4; in the process of tunneling, the absolute gas emission quantity of the tunneling working face is measured in real time, and when the absolute gas emission quantity is more than 3m 3 Gas drainage is carried out in the time of/min, and the pressure relief drilling holes which are constructed in the current pressure relief grade range are directly used as gas drainage holes for tile constructionThe drainage is performed, so that the drilling construction amount is saved and the pressure relief effect is achieved; in addition, as the 402101 transportation roadway is solid coal tunneling, roadway side pressure relief drilling holes are constructed on both sides of the roadway;
step five: the second tunneling stage: the maximum pressure relief grade in the range of the second tunneling stage is grade II, so that the pressure relief drilling hole in the second tunneling stage starts to be constructed when the distance from the final hole position of the head-on drilling hole in the first tunneling stage is 50m, firstly, the head-on long drilling holes are constructed, then, each long drilling hole is constructed on the production side, finally, each long drilling hole is constructed on the non-production side, the drilling depth is 100m, 2 drilling holes are constructed on the head-on side, the distance between the side drilling holes is 3m, the production side carries out tunnel tunneling, the maintenance work is constructed on the long drilling holes, and the normal tunneling of the tunnel is ensured not to be influenced by the drilling construction, as shown in fig. 5;
and a third stage: the maximum pressure relief grade in the third tunneling stage range is II-grade pressure relief grade, so that the drilling hole in the third tunneling stage starts to be constructed when the distance from the final hole position of the head-on drilling hole in the second stage is 50m, firstly, a head-on long drilling hole is constructed, secondly, each long drilling hole is constructed on a production side, finally, each long drilling hole is constructed on a non-production side, the drilling depth is 100m, 2 drilling holes are constructed on the head-on side, the distance between the drilling holes on the side is 3m, the production side performs tunnel tunneling, and the long drilling holes on the maintenance work are constructed, so that the normal tunneling of a tunnel is not influenced by the drilling construction;
the following stages: and the subsequent tunneling stage trend long drilling construction is carried out according to the flow, the maximum pressure relief grade in the tunneling stage range is determined, the distance from the starting position of drilling construction to the final position of the head-on drilling in the previous stage is determined, the drilling construction is carried out according to the sequence of firstly constructing the head-on trend long drilling, then constructing the production side trend long drilling and finally constructing the non-production side trend long drilling, the tunneling is carried out on the production side, the maintenance work construction trend long drilling is carried out, the normal tunneling of the tunnel is not influenced by the drilling construction until the whole tunneling process of the tunnel is completed, the 'rock burst-gas' discharging-extracting-tunneling cooperative treatment of the tunnel is realized, as shown in fig. 6, the conditions of rock burst and gas protrusion do not occur in the whole tunneling process, and the tunneling speed is high.
The foregoing is only a preferred embodiment of the application, it being noted that: it will be apparent to those skilled in the art that various modifications and adaptations can be made without departing from the principles of the present application, and such modifications and adaptations are intended to be comprehended within the scope of the application.
Claims (8)
1. A discharging-extracting-digging cooperative prevention and control method for controlling rock burst and gas extraction is characterized by comprising the following specific steps:
step one: firstly determining the path trend of a pre-tunneling roadway according to the coal seam trend, then acquiring the geological conditions around the pre-tunneling roadway path, and then dividing the pressure relief grade of the geological conditions around the whole pre-tunneling roadway path according to the geological conditions;
step two: according to the pressure relief grades divided in the first step, respectively determining the construction position of the pressure relief drilling site for each pressure relief grade;
step three: determining the pressure relief drilling construction depth and the pressure relief drill site spacing of each pressure relief drill site in each pressure relief grade in the second step according to the actual construction conditions;
step four: before tunneling a roadway, equally dividing the roadway into a plurality of tunneling stages, firstly acquiring the maximum pressure relief grade in the range of the first tunneling stage, then constructing a pressure relief drilling field for the first tunneling stage according to the pressure relief drilling field construction position corresponding to the maximum pressure relief grade determined in the second step, and combining actual construction conditions to realize pressure relief in the range of the first tunneling stage, and starting tunneling of the roadway of the first tunneling stage according to a preset path after the completion of the pressure relief of the first tunneling stage;
step five: and when the tunnel is tunneled to the next tunneling stage, repeating the processing procedure of the fourth step, and continuing until the whole tunneling process of the whole tunnel is completed.
2. The method for controlling rock burst and gas extraction by combined control and relief as claimed in claim 1, wherein the specific process of pressure relief classification in the first step is as follows:
s1, collecting geological data around a pre-tunneling roadway path, wherein the geological data comprise a tunneling roadway plane section view and a geological structure distribution map;
s2, calculating the static load stress index of the tunneling tunnel of each area on the pre-tunneling tunnel path according to the tunnel plane section and the geological structure distribution diagram:
K＝K d K z K h (1)
wherein:
k represents the static load stress index of the tunneling roadway;
K d represents the static load stress index of the tunneling roadway under the influence of faults, and K is the distance between the roadway and the fault surface is 0-50 m d 2, K is 50-150 m from the fault surface of the roadway d K is 1.75 when the roadway is 150-300 m away from the fault plane d 1.50, K is 300-500 m from the fault plane d 1.25, K is greater than 500m for roadway distance fault plane d 1 is shown in the specification;
K z represents the static load stress index of the tunneling tunnel under the influence of the flexure, and K is the tunnel distance from the flexure shaft part to 0-50 m z 2, K is 50-150 m from the roadway to the folding and bending shaft part z K is 1.75 when the roadway is 150-300 m away from the folding bent shaft part z K is 1.50 when the roadway is 300-500 m away from the folding bent shaft part z 1.25, K is greater than 500m for roadway distance fold axis z 1 is shown in the specification;
K h k is expressed when the static load stress index of the tunneling tunnel under the influence of tunnel intersection and the tunnel distance from the tunnel intersection point is 0-50 m h 2, K is 50-100 m from the roadway crossing point h 1.75, K is 100-200 m from roadway crossing point h 1.50, K is the distance between the lane and the crossing point of the lane is 200-300 m h 1.25, K is greater than 300m in roadway distance crossing h 1 is shown in the specification;
s3, setting threshold ranges corresponding to different pressure relief grades, calculating the static load stress indexes of the tunneling roadway of different areas according to the step S2, and comparing the static load stress indexes with the set threshold ranges respectively, so as to determine the pressure relief grade of each area.
3. The method for controlling rock burst and gas extraction by combined control and relief according to claim 2, wherein the step S3 is characterized in that the threshold ranges corresponding to different pressure relief grades are specifically set as follows:
dividing a tunneling roadway area with K less than or equal to 2 into an I-level pressure relief area;
2<K is less than or equal to 4, and is divided into a class II pressure relief area;
4<K is less than or equal to 6, and is divided into a III-level pressure relief area;
the tunnelling roadway area of 6<K is divided into IV-level pressure relief areas.
4. The method for controlling rock burst and gas extraction by combining dumping, extracting and tunneling according to claim 3, wherein the second step is specifically as follows:
(1) if the pressure relief area is the I-level pressure relief area, the construction position of the pressure relief drilling site is as follows: the roadway side pressure relief range is 5-20 m, the pressure relief drilling interval is 3m, 1 long-length drilling hole is arranged at the head-on position, the drilling hole is located at the center of the head-on position, the distance between the drilling holes and the roadway bottom plate is 1.5m, and the construction is carried out along the roadway tunneling direction;
(2) if the pressure relief area is the II-level pressure relief area, the construction position of the pressure relief drilling site is as follows: the roadway side pressure relief range is 5-20 m, the pressure relief drilling interval is 3m, 2 long-length drilling holes are arranged at the head-on position, are positioned at the two sides of the center of the head-on position and are symmetrically arranged, the drilling holes are 1.5m away from the roadway bottom plate, and are constructed along the roadway tunneling direction;
(3) if the pressure relief area is the III-level pressure relief area, the construction position of the pressure relief drilling site is as follows: the roadway side pressure relief range is 5-20 m, the pressure relief drilling interval is 2m, 2 long drilling holes with the trend are arranged at the head, the drilling holes are symmetrically arranged at the two sides of the center of the head, the distance between the drilling holes and the roadway bottom plate is 1.5m, and the construction is carried out along the roadway tunneling direction;
(4) if the pressure relief area is the IV-level pressure relief area, the construction position of the pressure relief drilling site is as follows: the roadway side pressure relief range is 5-20 m, the pressure relief drilling interval is 2m, 3 long-length drilling holes are arranged at the head-on direction, the center of the head-on direction serves as an origin, the drilling holes are arranged in a delta shape, the distance between the drilling holes and the roadway bottom plate is 1.5m, and the construction is carried out along the roadway tunneling direction.
5. The method for controlling rock burst and gas extraction by combined control and relief, extraction and tunneling according to claim 1, wherein the third step is specifically as follows:
(1) Firstly determining actual construction conditions of the current pressure relief grade, wherein the actual construction conditions comprise drilling construction efficiency, roadway tunneling speed and the number of construction drilling holes, and then determining the construction depth L of the pressure relief drilling holes in the pressure relief drilling site according to the actual construction conditions to be as follows:
L≥a×(b 1 +2×b 2 +b 3 )×c (2)
wherein L represents the construction depth of pressure relief drilling and m; a represents the pressure relief drilling construction efficiency and the working/hole; b 1 Representing the number of head-on pressure relief drilling holes; b 2 The number of the pressure relief holes of the construction side is represented; b 3 Representing the number of non-construction side pressure relief drilling holes; c represents the tunneling speed, m/d;
(2) The drill site spacing M of the current pressure relief level is determined according to the actual construction conditions as follows:
M≤L-a×b 2 ×c (3)
where M represents the drill site spacing, M.
6. The method for controlling rock burst and gas extraction as defined in claim 1, wherein in the step four, the absolute gas emission amount of the tunneling working face is measured in real time during the tunneling process, and when the absolute gas emission amount is more than 3m 3 And (3) carrying out gas drainage in the time of/min, and directly using the pressure relief drilling constructed in the current tunneling stage as a gas drainage hole to carry out gas drainage.
7. The method for controlling rock burst and gas extraction discharging-extracting-tunneling collaborative prevention and control according to claim 1, wherein in the tunneling process, if the current tunneling tunnel is a solid coal tunnel, constructing a tunnel side pressure relief borehole on both sides of the tunnel in a manner determined in the second step; if the current tunneling roadway is a temporary roadway, the roadway side pressure relief drilling is not constructed at the part with the section coal pillar smaller than 30m, and the roadway side pressure relief drilling is constructed at the part with the section coal pillar larger than or equal to 30m according to the determined mode of the step two.
8. The method for controlling rock burst and gas extraction discharging, extracting and tunneling cooperation according to claim 4, wherein in the fifth step, when the pressure relief is performed in the tunneling to the next tunneling stage, the long drill holes are formed in the head-on construction of the roadway, then the pressure relief drill sites are constructed in the production side of the roadway and face the pressure relief drill holes and face the tunneling front, and finally the pressure relief drill holes are constructed in the non-production side of the roadway and face the tunneling front, and the tunneling in the next tunneling stage is continued.
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