CN111894513A - Underground layering reinforcing method for badly-closed drill hole - Google Patents
Underground layering reinforcing method for badly-closed drill hole Download PDFInfo
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- 238000000034 method Methods 0.000 title claims abstract description 41
- 230000003014 reinforcing effect Effects 0.000 title claims description 6
- 238000005553 drilling Methods 0.000 claims abstract description 53
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 35
- 239000003245 coal Substances 0.000 claims abstract description 25
- 238000010276 construction Methods 0.000 claims abstract description 9
- 238000007789 sealing Methods 0.000 claims description 47
- 239000003795 chemical substances by application Substances 0.000 claims description 20
- 239000004568 cement Substances 0.000 claims description 17
- 235000019738 Limestone Nutrition 0.000 claims description 14
- 239000006028 limestone Substances 0.000 claims description 14
- 238000002474 experimental method Methods 0.000 claims description 10
- 235000019353 potassium silicate Nutrition 0.000 claims description 8
- NTHWMYGWWRZVTN-UHFFFAOYSA-N sodium silicate Chemical compound [Na+].[Na+].[O-][Si]([O-])=O NTHWMYGWWRZVTN-UHFFFAOYSA-N 0.000 claims description 8
- 238000012360 testing method Methods 0.000 claims description 8
- 239000000523 sample Substances 0.000 claims description 7
- 238000009530 blood pressure measurement Methods 0.000 claims description 5
- 239000011440 grout Substances 0.000 claims description 4
- 230000002787 reinforcement Effects 0.000 abstract description 11
- 235000008733 Citrus aurantifolia Nutrition 0.000 abstract description 7
- 235000011941 Tilia x europaea Nutrition 0.000 abstract description 7
- 239000004571 lime Substances 0.000 abstract description 7
- 230000009286 beneficial effect Effects 0.000 abstract 1
- 238000005728 strengthening Methods 0.000 abstract 1
- 239000002002 slurry Substances 0.000 description 6
- 238000010586 diagram Methods 0.000 description 3
- 239000007788 liquid Substances 0.000 description 3
- 238000005259 measurement Methods 0.000 description 3
- 238000005065 mining Methods 0.000 description 2
- 239000011435 rock Substances 0.000 description 2
- 230000005641 tunneling Effects 0.000 description 2
- 230000002159 abnormal effect Effects 0.000 description 1
- 239000003153 chemical reaction reagent Substances 0.000 description 1
- 238000009792 diffusion process Methods 0.000 description 1
- 230000001939 inductive effect Effects 0.000 description 1
- 238000007689 inspection Methods 0.000 description 1
- 238000004519 manufacturing process Methods 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 238000006467 substitution reaction Methods 0.000 description 1
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21B—EARTH OR ROCK DRILLING; OBTAINING OIL, GAS, WATER, SOLUBLE OR MELTABLE MATERIALS OR A SLURRY OF MINERALS FROM WELLS
- E21B33/00—Sealing or packing boreholes or wells
- E21B33/10—Sealing or packing boreholes or wells in the borehole
- E21B33/13—Methods or devices for cementing, for plugging holes, crevices or the like
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- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
Abstract
The invention discloses an underground layered strengthening method for a poorly sealed borehole, which relates to the technical field of mine treatment, and comprises the following steps of (1) laying exploration boreholes; (2) and sequentially carrying out grouting plugging on the first exploration drilling hole, the second exploration drilling hole and the third exploration drilling hole after construction. The invention has the beneficial effects that: by adopting the underground layered reinforcement method, the thickness of the water-resisting layers can be ensured, the confined water between the water-resisting layers can be sealed, meanwhile, a high-density hole distribution and layered grouting reinforcement mode is adopted, a water-resisting curtain is formed on the coal bottom plate and the lime layer of the sealed and badly drilled holes, a water guide channel communicated with the sealed and badly drilled holes is blocked, the water of the drilled holes is prevented and controlled underground, the condition that the underground ground of the drilled holes cannot be unsealed due to the influence of the ground environment is avoided, and an effective method is provided for the treatment of the sealed and badly drilled holes with final holes in the lime.
Description
Technical Field
The invention relates to the technical field of mine treatment, in particular to a downhole layered reinforcing method for a poorly-closed borehole.
Background
Along with the increasing of the coal mining depth, the change of the mining mode, the conditions generated by coal mine water damage and the mode generated by water damage are greatly changed, wherein the sealed bad drill hole is an important factor inducing the occurrence of the coal mine water damage and is a hidden danger threatening the safety production of the coal mine, the sealed bad drill hole is divided into two types, one type is that no sleeve is arranged in the drill hole and the cement slurry which is not sealed in the drill hole is fully filled and consolidated, and the other type is that the sleeve is arranged in the drill hole but the annular gap between the outer wall of the sleeve and the rock stratum of the drill hole is not fully consolidated and filled by the cement slurry.
The sealed poor drilled holes become water guide channels for conducting the upper aquifer and the lower aquifer, which are caused by human factors, the water inrush disaster of the bottom plate is a common mine disaster, and particularly, the sealed poor drilled holes with the final holes positioned in the Ordovician limestone become channels for directly guiding the water of the Ordovician limestone, so that the safety hazard to the mine is great. The patent with publication number CN105114029A discloses a water plugging method for a poorly sealed borehole in a mine tunnel, which comprises the steps of grouting and water plugging the poorly sealed borehole after the poorly sealed borehole is uncovered in the process of tunneling the mine tunnel. However, partially-closed bad drilling orifices are damaged, orifice identification cannot be found, ground unsealing cannot be performed, and the method has serious potential safety hazard and needs reinforcement before being exposed.
Disclosure of Invention
The technical problem to be solved by the invention is that when the hole opening of the sealed bad drill hole with the final hole in the Ordovician limestone is damaged, the ground cannot find the hole opening mark, the ground cannot be unsealed, the ground has serious potential safety hazard, reinforcement is needed before the disclosure, and the underground layered reinforcement method for the sealed bad drill hole is provided.
The invention solves the technical problems through the following technical means:
the underground layered reinforcing method for the poorly closed borehole comprises the following steps:
(1) laying a probing borehole: the exploration drilling holes are distributed in groups, the horizontal plane in front of the roadway is in a fan shape, the horizontal plane horizontal distance of the final hole positions of the exploration drilling holes is 3m, the coverage range of the final holes of the exploration drilling holes takes the sealed bad drilling holes as the circle centers, and the radius is not less than 20 m;
exploring a coal bottom plate layer, wherein the coal bottom plate layer is positioned above a transportation crossheading, and when the distance between the transportation crossheading and a sealed and bad borehole is not less than 30m, constructing a plurality of first exploration boreholes at the head of an underground roadway; constructing a plurality of second exploration drill holes at positions 45m behind the head-on and back-off positions of the underground roadway, wherein the final hole positions of the first exploration drill holes and the second exploration drill holes are coal floor layers;
exploring an Ordovician limestone layer, wherein the Ordovician limestone layer is positioned below a coal bed plate layer, a plurality of third exploration drill holes are constructed in a transportation crossheading roadway, the exploration range is that the closed poor drill holes are used as the circle center, and the final hole layer of each third exploration drill hole enters the Ordovician limestone with the vertical distance of 2 m;
(2) and sequentially carrying out grouting plugging on the first exploration drilling hole, the second exploration drilling hole and the third exploration drilling hole after construction.
Has the advantages that: by adopting the underground layered reinforcement method, the thickness of the water-resisting layers can be ensured, the confined water between the water-resisting layers can be sealed, meanwhile, a high-density hole distribution and layered grouting reinforcement mode is adopted, a water-resisting curtain is formed on the coal bottom plate of the sealed bad drilled holes and the lime layer, a water guide channel communicated with the sealed bad drilled holes is blocked, the drilled water is prevented and treated underground, the condition that the underground ground of the drilled holes cannot be unsealed due to the influence of the ground environment is avoided, the reinforcement is carried out before the sealed bad drilled holes are exposed, and an effective method is provided for the treatment of the sealed bad drilled holes with final holes in the lime.
Preferably, the final hole position of the exploration drilling hole in the step (1) meets the horizontal plane flat distance of 3 m.
Preferably, a first drilling tool is adopted to drill a hole towards the exploration drilling hole in the roadway for the first time, a first sleeve is sent into the hole, the outer diameter of the first sleeve is smaller than the diameter of the first opening, sealing is conducted by injecting a sealing agent, after a pressure-bearing experiment is qualified, a second drilling tool is adopted to drill the hole, the depth of the second opening is larger than the depth of the first opening, a second sleeve is put down, the outer diameter of the second sleeve is smaller than the diameter of the second opening, sealing is conducted by injecting the sealing agent, after the pressure-bearing experiment is qualified, a third drilling tool is adopted to drill the hole to the final hole depth, and then the sealing agent is injected for sealing.
Preferably, the number of first probe boreholes is at least 8.
Preferably, the number of second probe boreholes is at least 7.
Preferably, the number of said third probe boreholes is at least 12.
Preferably, a drill bit with the diameter of 168mm is adopted for drilling to 6m, a first sleeve with the diameter of 146mm is arranged below the drill bit to 5.5m, the sealing agent is injected for sealing, after the first pressure-bearing test is qualified, the drill bit with the diameter of 127mm is adopted for drilling to 12m, a second sleeve with the diameter of 108mm is arranged below the drill bit to 11m, the sealing agent is injected for sealing, after the second pressure-bearing test is qualified, the drill bit with the diameter of 75mm is adopted for drilling to the final hole depth, the aperture of the final hole is 75mm, and then the sealing agent is injected for sealing.
Preferably, a drill bit with the diameter of 133mm is used for drilling, a third sleeve with the diameter of 146mm is arranged at the lower part of the third sleeve by 11m, a sealing agent is injected for sealing, then the drill bit with the diameter of 95mm is used for sealing and passing through the bottom of the pipe by 0.5m, and the sealing agent is injected for sealing until the pressure-bearing test is qualified.
Preferably, be equipped with the ring flange between the tip of first sheathed tube tip and second sleeve, the ring flange deviates from the sheathed tube one end of second and is equipped with the drill way sleeve pipe, the sheathed tube one end of drill way can be dismantled with the tip of second sleeve and be connected, the sheathed tube other end of drill way is equipped with first gate valve, the sheathed tube lateral wall of drill way is equipped with the pressure measurement gate valve, be equipped with the manometer on the pressure measurement gate valve.
Preferably, the double grout is mainly prepared from cement paste and water glass, the volume ratio of the cement paste to the water glass is 1: 1-1: 0.6, and the water cement ratio in the cement paste is 1: 1-3: 1.
Preferably, the baume degree of the water glass is 35-40.
Preferably, the first pressure-bearing test comprises the following steps: and (3) after the first sleeve is sealed for 8 hours, injecting water into the first sleeve, and measuring the pressure of an orifice to be 3Mpa for 30 minutes by a pressure gauge, wherein the orifice and the periphery are qualified without water leakage.
Preferably, the second pressure-bearing test comprises the following steps: and (4) after the second sleeve is sealed for 8 hours, injecting water into the second sleeve, and measuring the pressure of an orifice to be 5Mpa for 30 minutes by a pressure gauge, wherein the orifice and the periphery are qualified without water leakage.
The invention has the advantages that: by adopting the underground layered reinforcement method, the thickness of the water-resisting layers can be ensured, the confined water between the water-resisting layers can be sealed, meanwhile, a high-density hole distribution and layered grouting reinforcement mode is adopted, a water-resisting curtain is formed on the coal bottom plate and the lime layer of the sealed and badly drilled holes, a water guide channel communicated with the sealed and badly drilled holes is blocked, the water of the drilled holes is prevented and controlled underground, the condition that the underground ground of the drilled holes cannot be unsealed due to the influence of the ground environment is avoided, and an effective method is provided for the treatment of the sealed and badly drilled holes with final holes in the lime.
Drawings
Fig. 1 is a plan view of the distribution of a first exploratory borehole and a second exploratory borehole of a 61102 transportation gate D12 in embodiment 1 of the present invention;
fig. 2 is a distribution cross-sectional view of a first exploratory borehole and a second exploratory borehole of the 61102 transportation gate D12 in embodiment 1 of the present invention;
FIG. 3 is a diagram of the hole position arrangement of the first exploratory drill hole of the 61102 transportation gate D12 in example 1 of the present invention;
FIG. 4 is a plan view of the distribution of a third exploration hole of the 61102 transportation gate D12 in embodiment 1 of the present invention;
FIG. 5 is a cross-sectional view of the distribution of a third exploration hole of the 61102 transportation gate D12 in embodiment 1 of the invention;
FIG. 6 is a diagram of the hole position arrangement of a third exploratory drill hole in a part D12 of the 61102 transportation gate in the embodiment 1 of the present invention;
FIG. 7 is a diagram of the hole position arrangement of a third exploratory drill hole in a part D12 of the 61102 transportation gate in the embodiment 1 of the present invention;
FIG. 8 is a schematic view of a casing drilling structure in embodiment 2 of the present invention;
FIG. 9 is a schematic view of a casing drilling structure in embodiment 3 of the present invention;
in the figure: sealing the poor drilled hole 1; a first sleeve 2; a second sleeve 3; a non-standard flange disk 4; an orifice sleeve 5; a first gate valve 6; a pressure measuring gate valve 7; a pressure gauge 8; a drill site 9; a third sleeve 11.
A represents a diameter of 168 mm; b represents a diameter of phi 146 mm; c represents a diameter of 127 mm; d represents a phi 128mm aperture; e represents a phi 75mm aperture; f represents a phi 133mm aperture; g represents a diameter of phi 108 mm.
Detailed Description
In order to make the objects, technical solutions and advantages of the embodiments of the present invention clearer, the technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the embodiments of the present invention, and it is obvious that the described embodiments are some embodiments of the present invention, but not all embodiments. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present invention.
Test materials, reagents and the like used in the following examples are commercially available unless otherwise specified.
The specific techniques or conditions not specified in the examples can be performed according to the techniques or conditions described in the literature in the field or according to the product specification.
Example 1
Taking the sealing poor drill hole 1 in a Tangjia coal mine as an example, the sealing poor drill hole is named D12, and the D12 sealing poor drill hole 1 is not subjected to full-hole cement sealing.
Laying a probing borehole: the exploration drilling holes are distributed in groups, the horizontal plane in front of the roadway is in a fan shape, the position of the final hole of the exploration drilling hole meets the horizontal plane horizontal distance of 3m, the coverage range of the final hole of the exploration drilling hole takes the sealed bad drilling hole 1 as the center of a circle and the radius of 20m, and the two layers of the top sections of the coal bottom plate and the top section of the austenitic lime layer are respectively explored underground and are subjected to grouting reinforcement.
As shown in fig. 2, the coal seam is named as a 6-coal bottom plate layer, a 9-coal bottom plate layer and an Ordovician limestone layer from top to bottom according to the ground layer, the roadway is named as a 61102 transportation crossheading, the 61102 transportation crossheading is located between the 6-coal bottom plate layer and the 9-coal bottom layer, and the Ordovician limestone layer is located about 50m below the 6-coal bottom plate layer.
As shown in fig. 1, 2 and 3, exploration is performed at 6 coal bed levels: 61102 transportation crossheading is tunneled to 30m before a D12 drill hole, advanced exploration holes (with the hole numbers of 8-1# hole and 8-2# hole) are constructed in a head-on manner in an underground roadway (61102 transportation crossheading), tunneling of the underground roadway is guaranteed, simultaneously 8 first exploration drill holes are constructed and named as T1# to T8# holes respectively, the axis of the first exploration drill holes is obliquely arranged, a drill site 9 (with the drill site number of 7#) is constructed in a roadway north wall position of 45m after the head-on of the underground roadway retreats, 7 second exploration drill holes are constructed downwards in the drill site 9 and named as T9# to T15# holes respectively, the axis of the second exploration drill holes is obliquely arranged, the planes of the T1# to T15# final hole holes are arranged in a fan shape, the positions of the final holes meet the level distance of 3m, exploration ranges are explored by taking D12 drill holes as circle centers and exploration ranges with the radius of 20m, and are coal floors.
As shown in fig. 4-7, exploration is carried out on the austempered limestone layer, 12 third exploration drill holes are constructed in a 7# drilling site 9 of a 61102 transportation gate way, the third exploration drill holes are respectively named as T16# -T27 #, the exploration range is a coverage range which takes a poor-sealing drill hole 1 as a circle center, the diffusion radius is 7.5m, and the radius is 20m, and the final hole level of the third exploration drill hole enters the austempered limestone vertical distance of 2 m.
Example 2
This example was based on example 1 and conducted on the exploratory borehole downhole drilled in example 1
And (3) for all exploratory drill holes, adopting a first drilling tool with the diameter of 168mm to open the hole to 6m, lowering a first casing with the diameter of 146mm to 2-5.5 m, injecting double grout into a gap between the first casing 2 and the hole side wall to seal, after the first pressure-bearing experiment is qualified, adopting a second drilling tool with the diameter of 127mm to open the hole to 12m, lowering a second casing with the diameter of 108mm to 3-11 m, injecting double grout into a gap between the second casing 3 and the hole side wall to seal, after the second pressure-bearing experiment is qualified, adopting a third drilling tool with the diameter of 75mm to open the hole to the final hole depth, observing the water yield, water pressure and water temperature of the final hole, and then injecting a sealing agent into the hole to seal.
As shown in fig. 8, the end of the first sleeve 2 and the end of the second sleeve 3 are connected into a whole through a non-standard flange 4, one end of the non-standard flange 4, which is far away from the second sleeve 3, is connected with one end of the orifice sleeve 5, the other end of the orifice sleeve 5 is provided with a first gate valve 6, the side wall of the orifice sleeve 5 is welded with a pressure measuring gate valve 7, and a pressure gauge 8 is arranged on the pressure measuring gate valve 7 during water pressure measurement.
The sealing agent in the embodiment is prepared by mixing cement paste and water glass, wherein the volume ratio of the cement paste to the water glass is 1:1, the water-cement ratio in single-liquid cement paste is 1:1, and the baume degree of the water glass is 35.
The first pressure-bearing experiment in this embodiment includes the following steps: and (3) after the first sleeve 2 is sealed for 8 hours, injecting water into the first sleeve 2, and measuring the pressure of an orifice to be 3Mpa for 30min through a pressure gauge, wherein the orifice and the periphery are qualified without water leakage.
The second pressure-bearing experiment comprises the following steps: and (3) after the second sleeve 3 is sealed for 8 hours, injecting water into the second sleeve 3, and measuring the pressure of an orifice to be 5Mpa for 30min through a pressure gauge, wherein the orifice and the periphery are qualified without water leakage.
Example 3
This embodiment is different from embodiment 2 in that:
(1) as shown in FIG. 9, a drill bit with the diameter of 133mm is used for drilling all the exploration drill holes, a third sleeve with the diameter of 146mm is arranged at the lower part of the exploration drill hole, 11m is arranged, a hole sealing agent is used for fixing the third sleeve, and the third sleeve is used after being solidified for 4 hours
The drill bit is sealed by 0.5m through the bottom of the pipe, a high-pressure grouting pump is used for carrying out sealing, pressure-bearing and water-stopping quality inspection, the pressure of the orifice is stabilized to 6MPa for 30min, the orifice and the periphery are qualified without leaking water, and otherwise, the pipe is fixed again to stop water until the orifice is qualified.
(2) After the bearing test is qualified, use
And (5) constructing the drill bit to the designed final hole position. If the rock wall is loose, top drilling occurs, the water quantity is large and other abnormal phenomena are found in the drilling process, the drilling must be stopped, and the drill rod cannot be pulled out.
(3) Drilling construction sequence: 61102 the eighth round of front probe hole is firstly constructed at the head of the transportation crossheading, the construction sequence is 8-1# and 8-2# holes, and after the construction is finished, the T1-T8 are constructed in sequence; T9-T15# holes are constructed in sequence in the No. 7 drill site 9, and then T16, T18, T19, T25, T27, T23, T20, T21, T17, T24, T26 and T22 are constructed in sequence, so that the construction sequence cannot be reversed. And (4) immediately carrying out inclination measurement after the drilling construction is finished, wherein the inclination measurement depth is required to be not less than 80% of the hole depth.
(4) Injecting single-liquid cement slurry after the inclination measurement is finished; only when the slurry runs and leaks, the sealing agent is injected for sealing, single-liquid cement slurry is continuously injected after sealing, the final pressure of the grouting is 6MPa, and the hole can be sealed only when the slurry is not injected basically.
(5) During grouting, constructors need to stand at a safe place; irrelevant personnel are strictly prohibited to enter the grouting construction range.
TABLE 1 parameters for 61102 face exploratory drilling and look ahead
The reinforcing method effectively controls the D12 drilling holes of the 61102 working face and the five-water 1 drilling holes of the 61303 working face, hydrogeological abnormity is not found during the process of excavating and revealing ground drilling, and an effective method is provided for controlling later poorly closed drilling holes of a mine, particularly poorly closed drilling holes with final holes in Ordovician limestone.
The above examples are only intended to illustrate the technical solution of the present invention, but not to limit it; although the present invention 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 solutions described in the foregoing embodiments may still be modified, or some technical features may be equivalently replaced; and such modifications or substitutions do not depart from the spirit and scope of the corresponding technical solutions of the embodiments of the present invention.
Claims (10)
1. A downhole layered reinforcing method for a poorly-sealed borehole is characterized by comprising the following steps: the method comprises the following steps:
(1) laying a probing borehole: the exploration drilling holes are distributed in groups, a horizontal plane in front of the roadway is in a fan shape, the coverage range of the final holes of the exploration drilling holes takes the closed bad drilling holes as the circle centers, and the radius is not less than 20 m;
exploring a coal bottom plate layer, wherein the coal bottom plate layer is positioned above a transportation crossheading, and when the distance between the transportation crossheading and a sealed and bad borehole is not less than 30m, constructing a plurality of first exploration boreholes at the head of an underground roadway; constructing a plurality of second exploration drill holes at positions of the underground roadway with the head-on and back-off greater than 30m, wherein the final hole positions of the first exploration drill holes and the second exploration drill holes are coal bottom plates;
exploring an Ordovician limestone layer, wherein the Ordovician limestone layer is positioned below a coal bed plate layer, a plurality of third exploration drill holes are constructed in a transportation crossheading roadway, the exploration range is that the closed poor drill holes are used as the circle center, and the final hole layer of each third exploration drill hole enters the Ordovician limestone with the vertical distance of 2 m;
(2) and sequentially carrying out grouting plugging on the first exploration drilling hole, the second exploration drilling hole and the third exploration drilling hole after construction.
2. The method of claim 1, wherein the method comprises: and (2) probing the position of the final hole of the drilled hole in the step (1) to meet the horizontal plane distance of 3 m.
3. The method of claim 1, wherein the method comprises: adopting a first drilling tool to drill a hole towards the exploration drilling in a roadway for primary hole opening, feeding a first sleeve into the hole, wherein the outer diameter of the first sleeve is smaller than the diameter of the primary hole opening, sealing by injecting a sealing agent, after a pressure-bearing experiment is qualified, adopting a second drilling tool to open a hole, the depth of the secondary hole opening is larger than that of the primary hole opening, lowering a second sleeve, the outer diameter of the second sleeve is smaller than that of the secondary hole opening, sealing by injecting the sealing agent, after the pressure-bearing experiment is qualified, adopting a third drilling tool to open the hole to the final hole depth, and then injecting the sealing agent for sealing.
4. The method of claim 3, wherein the method comprises: adopting a phi 168mm drill bit to open a hole to 6m, descending a phi 146mm first sleeve to 5.5m, injecting a sealing agent for sealing, adopting a phi 127mm drill bit to open a hole to 12m after the first pressure-bearing experiment is qualified, descending a phi 108mm second sleeve to 11m, injecting a sealing agent for sealing, adopting a phi 75mm drill bit to open a hole to the final hole depth after the second pressure-bearing experiment is qualified, wherein the aperture of the final hole is 75mm, and then injecting a sealing agent for sealing.
5. The method of claim 3, wherein the method comprises: and (3) drilling a hole by adopting a phi 133mm drill bit, setting a phi 146mm third sleeve 11m, injecting a sealing agent for sealing, then sealing the hole by using a phi 95mm drill bit through the bottom of the pipe by 0.5m, and injecting a sealing agent for sealing until the pressure-bearing test is qualified.
6. The method of claim 5, wherein the method comprises: be equipped with the ring flange between the tip of first sheathed tube tip and second sleeve, the ring flange deviates from the sheathed tube one end of second and is equipped with the drill way sleeve pipe, the sheathed tube one end of drill way can be dismantled with the tip of second sleeve and be connected, the sheathed tube other end of drill way is equipped with first gate valve, the sheathed tube lateral wall of drill way is equipped with the pressure measurement gate valve, be equipped with the manometer on the pressure measurement gate valve.
7. The method of claim 1, wherein the method comprises: the number of first probe boreholes is at least 8.
8. The method of claim 1, wherein the method comprises: the number of second probe boreholes is at least 7.
9. The method of claim 1, wherein the method comprises: the number of third probe boreholes is at least 12.
10. The method of claim 1, wherein the method comprises: the double-grout is mainly prepared from cement paste and water glass, the volume ratio of the cement paste to the water glass is 1: 1-1: 0.6, and the water cement ratio in the cement paste is 1: 1-3: 1.
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| CN202010778559.2A CN111894513A (en) | 2020-08-05 | 2020-08-05 | Underground layering reinforcing method for badly-closed drill hole |
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|---|---|---|---|---|
| CN112983496A (en) * | 2020-11-12 | 2021-06-18 | 河北钢铁集团矿业有限公司 | Method for plugging bad old drilled hole underground |
| CN115306346A (en) * | 2022-08-19 | 2022-11-08 | 山西汾西矿业(集团)有限责任公司双柳煤矿 | Mine Aojiao top slip casting reinforcing apparatus |
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