CN109403914B - Water column grout stopping double-liquid grouting method in mine underground ultra-deep borehole - Google Patents
Water column grout stopping double-liquid grouting method in mine underground ultra-deep borehole Download PDFInfo
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- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 title claims abstract description 168
- 239000007788 liquid Substances 0.000 title claims abstract description 24
- 238000000034 method Methods 0.000 title claims abstract description 22
- 239000011440 grout Substances 0.000 title claims description 36
- 239000002002 slurry Substances 0.000 claims abstract description 120
- 239000011268 mixed slurry Substances 0.000 claims abstract description 63
- 238000005553 drilling Methods 0.000 claims abstract description 41
- 238000007789 sealing Methods 0.000 claims abstract description 35
- 238000013461 design Methods 0.000 claims abstract description 20
- 238000013508 migration Methods 0.000 claims abstract description 9
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- 230000008569 process Effects 0.000 description 7
- 239000011435 rock Substances 0.000 description 6
- 239000003245 coal Substances 0.000 description 5
- 230000000694 effects Effects 0.000 description 5
- 230000000903 blocking effect Effects 0.000 description 4
- 238000006073 displacement reaction Methods 0.000 description 4
- 238000005065 mining Methods 0.000 description 4
- 230000007547 defect Effects 0.000 description 3
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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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Abstract
The invention relates to a double-liquid grouting method for stopping water column grouting in an underground ultra-deep borehole of a mine, belonging to the field of mine water damage prevention and control. The method comprises the steps of constructing water plugging and grouting drilling according to design parameters, judging the accurate position of a water storage and guide channel, estimating the water passing area of the water storage and guide channel, calculating the designed depth position of the bottom opening end of a second-stage aperture sleeve in the drilling hole, inserting the second-stage aperture sleeve and sealing, connecting and inserting a double-slurry grouting pipe, installing a sealing device, grouting and plugging after installation, and disassembling the double-slurry grouting pipe and the sealing device after grouting. The grouting plugging device effectively solves the problems of hole shrinkage, hole wall collapse and the like of the drilled hole in the water-sensitive stratum, greatly shortens the migration distance of the mixed slurry, can achieve the purpose of injecting the double-slurry mixed slurry into the drilled hole of the mine at any depth, quickly achieves plugging of the water storage and guide channel, and achieves the purpose of grouting and water plugging.
Description
Technical Field
The invention relates to a double-liquid grouting method for stopping water column grouting in an underground ultra-deep borehole of a mine, belonging to the field of mine water damage prevention and control.
Background
Water damage has always been one of the major geological disasters that seriously affect mine production safety and threaten the life safety of operating personnel. Grouting and water plugging are important means for treating water damage of mines. After a mine gushes water, grouting is generally carried out through underground drilling of the mine, and slurry is injected into karst (cracks) in a water source formation of the gushing water and a water storage and flowing channel for plugging, so that the purpose of grouting and water plugging is achieved. However, when grouting is performed by using a conventional orifice double-liquid mixing method, when the length of a drilled hole exceeds 100m, mixed slurry needs to be transported for a long distance in the drilled hole, and the slurry is subjected to the reverse pressure 10 of high-pressure underground water in the drilled hole in the transportation process, so that the slurry loses fluidity due to initial setting when not being transported to a hole bottom storage and water guide channel, and the mixed slurry after the initial setting is solidified in the drilled hole, thereby causing grouting failure. Transient high pressure may also cause other accidents such as line leaks, casing removal, grouting pump damage, etc. Because double-liquid slurry cannot be safely and smoothly poured, only single-liquid slurry can be poured in through the drill hole, and the single-liquid slurry entering the water diversion crack is quickly dispersed and diluted by high-pressure flowing water in the water storage and diversion channel, so that the adverse effects of poor grouting effect, long construction period, serious project cost exceeding budget and the like are caused. Therefore, the double-liquid grouting in the ultra-deep drill hole is one of the technical problems troubling the underground water disaster treatment of the mine.
Disclosure of Invention
The invention aims to solve the problems and provides a double-liquid grouting method for stopping water column grouting in an ultra-deep borehole of a mine, which effectively avoids the defects that mixed grout flows back into a casing and seals and blocks the casing, effectively solves the problems of hole shrinkage, hole wall collapse and the like of the borehole in a water-sensitive stratum, greatly shortens the migration distance of the mixed grout, can ensure that the mixed grout is safely conveyed into a water storage and guide channel before initial setting, can achieve the purpose of injecting the double-grout mixed grout into the borehole of the mine at any depth, quickly realizes the blocking of the water storage and guide channel and achieves the purpose of grouting and water blocking, and adopts the following technical scheme:
a double-liquid grouting method for stopping grouting of a water column in an ultra-deep borehole in a mine is characterized by comprising the following steps:
1) constructing a water plugging grouting drill hole according to design parameters, wherein the ultra-deep grouting drill hole adopts a drill hole structure of three-stage aperture and two-stage sleeve, and after the first-stage aperture sleeve is inserted into the designed depth of the first-stage aperture drill hole and sealed to be qualified, a third-stage aperture drill bit is used for constructing a third-stage aperture drill hole;
2) accurately judging the lithology of the stratum and whether a water storage and guide channel exists or not during the construction of the third-stage aperture drilling, and judging the accurate position of the water storage and guide channel;
3) when water gushing occurs in the water storage and guide channel exposed in the third-stage aperture drill hole, accurately measuring the water gushing amount and the water pressure in unit time, and estimating the water passing area of the water storage and guide channel according to the water gushing amount and the water pressure;
4) a high-pressure variable grouting pump is arranged on site, according to multiple proportions of two kinds of slurry, the flow rate of mixed slurry under multiple proportions and the initial setting time of the mixed slurry under multiple proportions, which can be realized by different gear pump capacities of the high-pressure variable grouting pump, and by combining with the sectional area data of the third-stage aperture, the safe running distance of the mixed slurry in the third-stage aperture drill hole is finally selected through calculation and comparison, namely the design depth position of the bottom opening end of the second-stage aperture sleeve in the drill hole can be calculated;
5) after the design depth of the second-stage aperture sleeve is determined, the second-stage aperture drill bit is used for carrying out aperture expansion construction on a third-stage aperture drill hole above the design depth position of the bottom port end of the second-stage aperture sleeve to form a second-stage aperture drill hole, the second-stage aperture sleeve is inserted into the second-stage aperture drill hole, grouting is carried out between the second-stage aperture sleeve and the first-stage aperture sleeve for sealing, the sealing quality must meet the condition that the sleeve has no leakage and no loose outward movement under the pressure of 1.5 times that can bear the final pressure of grouting, the second-stage aperture sleeve is formed by connecting multiple short pipes through threads, the threads are required to be intact, the sealing quality is good after connection, and no leakage and no tripping phenomenon are caused under the grouting pressure;
6) after the second-stage aperture sleeve is sealed and qualified, the third-stage aperture drill bit is reused to form a through hole in the sleeve, and the through hole extends into the water storage and guide channel until normal water gushing occurs in the second-stage aperture sleeve;
7) connecting and putting a double-slurry grouting pipe, wherein the double-slurry grouting pipe mainly comprises an inner pipe and an outer pipe, the inner pipe and the outer pipe are concentrically sleeved, a double-slurry injector is arranged at the bottom end of the double-slurry grouting pipe, and a first injection hole communicated with the inner pipe and a second injection hole communicated with the outer pipe are formed in the double-slurry injector;
8) installing a sealing device, sealing a gap between the upper port of the second-stage aperture sleeve and the double-grouting pipe, wherein the sealing quality requires no leakage under the pressure 1.5 times of the final grouting pressure;
9) the upper end of the inner pipe is sealed and led out of an inner pipe eduction tube, the inner pipe eduction tube is connected with a slurry A grouting pump through a slurry A high-pressure rubber tube, the upper end of the outer pipe is sealed and led out of an outer pipe eduction tube, and the outer pipe eduction tube is connected with a slurry B grouting pump through a slurry B high-pressure rubber tube;
10) after the installation is finished, starting a slurry grouting pump A and a slurry grouting pump B, injecting two slurries of the slurry A and the slurry B into a third-stage aperture drilling hole through a double-slurry grouting pipe and a double-slurry ejector, mixing the two slurries at the bottom of the double-slurry ejector to form a mixed slurry, transporting the mixed slurry into a water storage and guide channel through the third-stage aperture drilling hole under the action of grouting pressure, initially setting and solidifying in the water storage and guide channel, and plugging the water storage and guide channel to achieve the purpose of grouting and water plugging;
11) and after grouting, disassembling the double-grouting pipe and the sealing device.
On the basis of the technical scheme, the method for determining the design depth position of the bottom opening end of the second-stage aperture sleeve in the borehole in the step 4) comprises the following steps:
a) the flow and the corresponding rated pressure value of each gear of the high-pressure variable pump in unit time are measured and determined on site;
b) according to the flow rates of different gears of the high-pressure variable displacement pump, respectively carrying out initial setting time tests on-site double-slurry mixed slurry of single-fluid cement slurry (A fluid) and quick setting slurry (B fluid), and mastering the initial setting time of the mixed slurry of the grouting pump A and the grouting pump B in different gear flow ratios;
c) calculating the running speed of the mixed slurry in the drilled hole according to the flow of the mixed slurry under different gear flow ratios of the two slurries and the section area of the drilled hole with the third-stage aperture;
d) finally, calculating the migration distance of the mixed slurry in the third-stage aperture drilling before the mixed slurry reaches the initial setting time according to the initial setting time of the mixed slurry, the flow of the mixed slurry and the running speed of the flow in the third-stage aperture drilling under different proportions formed by different gear flows which can meet the requirement of final pressure of grouting by a grouting pump;
e) the shortest distance of the mixed slurry running under the proportion of each gear which can meet the grouting pressure requirement is taken as the safe distance of the mixed slurry migration, and the distance also determines the design depth position of the bottom opening end of the second-stage aperture sleeve.
On the basis of the technical scheme, in the step 9), a first pressure release valve is arranged between the inner pipe eduction tube and the slurry A high-pressure rubber tube, a second pressure release valve is arranged between the outer pipe eduction tube and the slurry B high-pressure rubber tube, and a third pressure release valve is arranged at an upper port of the second-stage aperture sleeve;
in step 11), after grouting, first, second and third pressure relief valves are opened respectively, so that after the liquid pressure in the inner pipe and the outer pipe of the double-grouting pipe and the water column pressure in the second-stage aperture sleeve are respectively removed, the double-grouting pipe and the sealing device can be detached, otherwise, a safety accident that high-pressure grouting or high-pressure water is sprayed out to injure people may occur.
The invention has the following advantages: (1) the anti-compressibility principle of the high-pressure water column formed by the underground high-pressure water of the mine in the drilling sleeve is utilized to stop slurry, so that the defect that mixed slurry flows back into the sleeve and blocks the sleeve is effectively overcome.
(2) After the first-stage aperture casing is sealed, the conventional drilling construction process is abandoned, the third-stage aperture drill bit is directly used for construction, the accurate position of the water storage and guide channel can be accurately detected by utilizing the third-stage aperture drilling, and the technical support is provided for calculating and selecting the depth of the second-stage aperture casing.
(3) The depth of the second-stage aperture casing pipe which is put into the drill hole is deeper than the conventional drill hole and is close to the water storage and guide channel, and most of stratums drilled by the drill hole are isolated by the casing pipe, wherein the main purpose is to effectively isolate the water-sensitive stratum and effectively solve the problems of hole shrinkage, hole wall collapse and the like of the drill hole in the water-sensitive stratum.
(4) Aiming at the technical problems that the drilling depth in an underground ultra-deep drilling hole of a mine is short, the injected double-slurry mixed slurry is difficult to safely and smoothly convey into a hole bottom water storage and guide channel, the concentric inner and outer slurry injecting pipes are utilized to convey two kinds of slurry, and the slurry is mixed at the bottom opening end of a second-stage aperture sleeve, so that the migration distance of the mixed slurry is greatly shortened, and the mixed slurry can be safely conveyed into the water storage and guide channel before initial setting.
(5) The double-slurry mixer is arranged above the inner bottom port end of the second-stage aperture sleeve. The double-slurry mixer is positioned at the rock section outside the sleeve in the prior art, the mixed slurry can lose water (water is absorbed by the rock) at the rock section at the upper part of the mixer after grouting and boosting, a slurry skin is formed on the hole wall at the position, the slurry skin thickens to gradually block the drilled hole, the slurry cross section is seriously influenced, the grouting accident blocking the drilled hole is extremely easy to form, and once the slurry skin blocks the drilled hole, the slurry skin can also cause the mixer to be sealed to cause the buried drilling accident that the mixer is difficult to put forward the drilled hole.
(6) The invention can inject double-slurry mixed slurry into the underground drill hole of the mine with any depth, quickly realize the plugging of the water storage and guiding channel and achieve the purpose of grouting and water plugging.
Drawings
In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the drawings used in the description of the embodiments or the prior art will be briefly described below. It should be apparent that the drawings in the following description are merely exemplary of the invention, and that other embodiments can be derived from the drawings provided by those skilled in the art without inventive effort.
FIG. 1 is a schematic view of the working principle of the water column grout stopping double-liquid grouting device in the ultra-deep borehole of the mine
FIG. 2 is an enlarged view of portion A in FIG. 1
FIG. 3 is an enlarged structural schematic view of the top of the water column grout stopping double-liquid grouting device in the underground ultra-deep borehole of the mine; a partial enlarged view of the pressure relief valve part;
wherein: 1-an inner pipe, 2-an outer pipe, 4-a third-stage aperture drilling, 6-a sealing device, 7-a double-slurry grouting pipe, 8-a second-stage aperture sleeve, 9-a high-pressure water column sealed in the second-stage aperture sleeve, 10-reverse pressure, 12-mixed slurry, 13-a water storage channel, 14-high-pressure running water in the water storage channel, 15-a double-slurry ejector, 16-a first pressure release valve, 17-a second pressure release valve, 18-a third pressure release valve, 19-an outer pipe leading-out pipe and 20-an inner pipe leading-out pipe;
Detailed Description
The invention is further illustrated by the following figures and examples:
reference will now be made in detail to embodiments of the present invention, examples of which are illustrated in the accompanying drawings, wherein like or similar reference numerals refer to the same or similar elements or elements having the same or similar function throughout. The embodiments described below with reference to the accompanying drawings are illustrative only for the purpose of explaining the present invention, and are not to be construed as limiting the present invention.
In the description of the present invention, it is to be understood that the terms "inner", "outer", and the like are defined based on the orientations shown in the drawings of the specification, and are only for convenience in describing the present invention and simplifying the description, but do not indicate or imply that the device or element referred to must have a specific orientation, be constructed in a specific orientation, and be operated, and thus should not be construed as limiting the present invention.
In the description of the present invention, it should be noted that, unless otherwise explicitly specified or limited, the terms "mounted," "connected," and "connected" are to be construed broadly, e.g., as meaning either a fixed connection, a removable connection, or an integral connection; may be directly connected or indirectly connected through an intermediate. The specific meanings of the above terms in the present invention can be understood in specific cases to those skilled in the art.
In the description of the present invention, it is to be understood that the terms "first" and "second" are used for descriptive purposes only and are not to be construed as indicating or implying relative importance.
In the description of the present invention, it is to be understood that the terms "left", "right", "front", "back", "top", "bottom", "inner", "outer", etc., indicate orientations and positional relationships based on those shown in the drawings, and are used only for convenience in describing the present invention and for simplicity in description, and do not indicate or imply that the device or element being referred to must have a particular orientation, be constructed and operated in a particular orientation, and thus, should not be considered as limiting the present invention.
As shown in fig. 1 to 3, the double-fluid grouting device for stopping grouting by water column in the ultra-deep borehole in the mine well used in the embodiment is characterized by comprising: the device comprises a first-stage aperture sleeve 21, a second-stage aperture sleeve 8, a sealing device 6 and a double-slurry grouting pipe 7, wherein the diameter of the first-stage aperture sleeve is larger than that of the second-stage aperture sleeve, the double-slurry grouting pipe mainly comprises an inner pipe 1 and an outer pipe 2, and the second-stage aperture sleeve 8 is arranged in the first-stage aperture sleeve in a penetrating mode.
Preferably, the inner pipe 1 and the outer pipe 2 are concentrically sleeved, a double-slurry injector is mounted at the bottom end of the double-slurry grouting pipe, a first injection hole communicated with the inner pipe and a second injection hole communicated with the outer pipe are formed in the double-slurry injector, the double-slurry grouting pipe penetrates through the first-stage aperture sleeve and the second-stage aperture sleeve, the sealing device seals a gap between an upper end port of the second-stage aperture sleeve and the double-slurry grouting pipe, an inner pipe leading-out pipe is sealed at an upper end of the inner pipe and led out, the inner pipe leading-out pipe is connected with the slurry A high-pressure rubber pipe, an outer pipe leading-out pipe is sealed at an upper end of the outer pipe and led out, and the outer pipe leading.
Preferably, a first pressure release valve is arranged between the inner pipe eduction tube and the slurry A high-pressure rubber tube, a second pressure release valve is arranged between the outer pipe eduction tube and the slurry B high-pressure rubber tube, and a third pressure release valve is arranged at the upper port of the second-stage aperture sleeve.
Preferably, the inner pipe and the outer pipe are formed by connecting a plurality of pipe fittings through threads.
Preferably, the double-slurry ejector is positioned about 1m above the bottom opening end of the second-stage aperture sleeve.
As shown in fig. 1 to 3, a double-liquid grouting method for stopping grout by water column in an ultra-deep borehole in a mine is characterized by comprising the following steps:
1) constructing a water plugging grouting drill hole according to design parameters, wherein the ultra-deep grouting drill hole adopts a drill hole structure of three-stage aperture and two-stage sleeve, a first-stage aperture sleeve 21 is inserted into the designed depth of the first-stage aperture drill hole and sealed to be qualified, and then a third-stage aperture drill bit is used for constructing a third-stage aperture drill hole;
2) accurately judging the lithology of the stratum and whether the water storage and guide channel 13 exists or not during the construction of the third-stage aperture drilling, and judging the accurate position of the water storage and guide channel 13;
3) when water gushing occurs in the water storage and guide channel 13 exposed in the third-stage aperture drilling hole, continuing drilling the rock until the rock penetrates through the water storage and guide channel 13 by about one meter, stopping drilling, accurately measuring the water gushing amount and water pressure in unit time, and estimating the water passing area of the water storage and guide channel through the water gushing amount and the water pressure;
4) and a high-pressure variable grouting pump is arranged on the site, and the ratio of two kinds of grout for site grouting is determined by using the flow corresponding to different gears. For example, the flow of four gears of the high-pressure variable grouting pump is respectively as follows every minute: 10L/1 gear; 30L/2 gear, 60L/3 gear; 100L/4 gear. And the same high-pressure variable grouting pump is selected for grouting A and grouting B. Thus, the volume mixing proportion of the grout A and the grout of the grout B is 24, and the grout A/grout B are generally selected as follows according to the double-grout quick-setting characteristic required by grouting and the technical index requirement thereof: 100, 100/60, 100/30, 100/10, 60/60, 60/30, 60/10, 30/30, 30/10 and the like. The flow rates of the slurry A and the slurry B mixed slurry in the proportion are respectively as follows: 200. 160, 130, 110, 120, 90, 70, 60, 40 (units L/min); according to the different proportion relations, the initial setting time proportioning test of the mixed slurry 12 of the slurry A and the slurry B in different proportions is carried out on site. And calculating the running speed and distance of the mixed slurry 12 in the third-stage aperture drilling hole 4 in the initial setting time according to the pumping quantity of the mixed slurry 12, the initial setting time of the mixed slurry 12 and the cross section area of the third-stage aperture drilling hole 4 in the proportion.
Because the output pressure of different gears of the high-pressure variable grouting pump is different, the water plugging effect can be achieved only if the output pressure can overcome the pressure of the high-pressure flowing water 14 in the water storage and guide channel 13 and smoothly convey the mixed slurry 12 into the water storage and guide channel 13. Therefore, the corresponding gear and flow rate which can meet the grouting pressure requirement are selected.
For example, the hydrodynamic pressure in the water storage channel 13 is 3.0 MPa. The grouting pressure is required to be not lower than 5 MPa. And the output pressure of the variable displacement pump is less than 5MPa when the variable displacement pump exceeds 3 gears, so that the 4-gear can not meet the grouting requirement. This requires selection of a gear below 3 and corresponding flow. Based on the above ratio relationship of slurry A/slurry B, 5 ratios such as 60/60, 60/30, 60/10, 30/30, 30/10 (unit L/min) should be selected. The pump rates of the mixed slurry 12 at 5 ratios were 120, 90, 70, 60, and 40 (unit L/min), respectively. The running distance per minute of the flow of the mixed slurry 12 in the third-stage aperture drilling hole 4 under the 5 proportions can be calculated; and the initial setting time of the mixed slurry 12 at 5 ratios can be determined by experiment.
The shortest distance traveled in the third-stage-aperture drill hole 4 during the initial setting time of the mixed slurry 12 in the above-mentioned 5 proportions is taken as the distance H1 from the bottom end of the second-stage-aperture sleeve 8 to the water storage channel 13. The mixed slurry 12 in other proportions runs a distance higher than the distance H1 in the initial setting time, so that the grouting is safe, namely the designed depth position of the bottom opening end of the second-stage aperture casing in the drill hole can be calculated;
5) after the design depth of the second-stage aperture sleeve is determined, the second-stage aperture drill bit is used for carrying out aperture expansion construction on a third-stage aperture drill hole above the design depth position of the bottom port end of the second-stage aperture sleeve 8 to form a second-stage aperture drill hole, the second-stage aperture sleeve is inserted into the second-stage aperture drill hole, and grouting is carried out between the second-stage aperture sleeve 8 and the first-stage aperture sleeve 21 to seal and form a complete set of pipe sealing solid 22, the sealing quality must meet the requirement that the sleeve can bear the final pressure of grouting under 1.5 times of pressure without leakage and loosening outward movement, the second-stage aperture sleeve is formed by connecting a plurality of short pipes through threads, the threads are required to be intact, the sealing quality is good after connection, and no leakage and no tripping phenomenon exists under the grouting pressure; a third pressure relief valve 18 is arranged at the upper end of the second-stage aperture sleeve 8;
6) after the second-stage aperture sleeve is sealed and qualified, the third-stage aperture drill bit is reused to form a through hole in the sleeve, and the through hole extends into the water storage and guide channel until normal water gushing occurs in the second-stage aperture sleeve;
7) the double-slurry grouting pipe 7 is connected and inserted, the double-slurry grouting pipe mainly comprises an inner pipe 1 and an outer pipe 2, the inner pipe 1 and the outer pipe 2 are concentrically sleeved, a double-slurry ejector 15 is installed at the bottom end of the double-slurry grouting pipe 7, and a first injection hole communicated with the inner pipe and a second injection hole communicated with the outer pipe are formed in the double-slurry ejector 15;
8) installing a sealing device 6, sealing a gap between the upper port of the second-stage aperture sleeve 8 and the double-grouting pipe 7, wherein the sealing quality requires no leakage under the pressure of 1.5 times of the final grouting pressure; before the sealing device 6 is installed, the third pressure release valve 18 is opened first, so that water gushing in the second-stage aperture sleeve 8 gushes out from the third pressure release valve 18, the resistance of a high-pressure water column 9 sealed in the second-stage aperture sleeve 8 to the water gushing in the second-stage aperture sleeve can be reduced when the sealing device 6 is installed, and the third pressure release valve 18 is closed after the sealing device 6 is installed.
9) The upper end of the inner pipe is sealed and led out of an inner pipe eduction tube 20, the inner pipe eduction tube is connected with a grout injection pump A through a grout high-pressure rubber tube A, the upper end of the outer pipe is sealed and led out of an outer pipe eduction tube 19, and the outer pipe eduction tube is connected with a grout injection pump B through a grout high-pressure rubber tube B;
10) after the installation is finished, starting a grout injection pump A and a grout injection pump B, injecting grout A and grout B into the third-stage aperture drilling hole 4 through the double-grout injection pipe 7 and the double-grout injector 15, mixing the grout A and the grout B at the bottom of the double-grout injector 15 to form mixed grout 12, and allowing the mixed grout 12 to move into the water storage and guide channel 13 through the third-stage aperture drilling hole under the action of grouting pressure, and initially setting and solidifying in the water storage and guide channel 13 to block the water storage and guide channel 13 so as to achieve the purpose of grouting and water plugging;
11) and after grouting, disassembling the double-grouting pipe 7 and the sealing device 6.
The design depth of the second stage bore diameter casing 8 must be calculated and selected by the high pressure variable grouting pump proportioning related flow, pressure and bore diameter. Otherwise, grouting failure or poor grouting effect can occur, and grouting accidents can occur in severe cases. Preferably, the method for determining the design depth position of the bottom opening end of the second-stage aperture sleeve in the borehole in the step 4) comprises the following steps:
a) the flow and the corresponding rated pressure value of each gear of the high-pressure variable pump in unit time are measured and determined on site;
b) according to the flow rates of different gears of the high-pressure variable displacement pump, respectively carrying out initial setting time tests on-site double-slurry mixed slurry of single-fluid cement slurry (A fluid) and quick setting slurry (B fluid), and mastering the initial setting time of the mixed slurry of the grouting pump A and the grouting pump B in different gear flow ratios;
c) calculating the running speed of the mixed slurry in the drilled hole according to the flow of the mixed slurry under different gear flow ratios of the two slurries and the section area of the drilled hole with the third-stage aperture;
d) finally, calculating the migration distance of the mixed slurry in the third-stage aperture drilling before the mixed slurry reaches the initial setting time according to the initial setting time of the mixed slurry, the flow of the mixed slurry and the running speed of the flow in the third-stage aperture drilling under different proportions formed by different gear flows which can meet the requirement of final pressure of grouting by a grouting pump;
e) the shortest distance of the mixed slurry running under the proportion of each gear which can meet the grouting pressure requirement is taken as the safe distance of the mixed slurry migration, and the distance also determines the design depth position of the bottom opening end of the second-stage aperture sleeve.
Further, in the step 9), a first pressure release valve 16 is arranged between the inner pipe eduction tube 20 and the slurry A high-pressure rubber tube, a second pressure release valve 17 is arranged between the outer pipe eduction tube 19 and the slurry B high-pressure rubber tube, and a third pressure release valve 18 is arranged at the upper port of the second-stage aperture sleeve;
in step 11), after grouting, first, respectively opening the first pressure release valve 16, the second pressure release valve 17 and the third pressure release valve 18, so as to respectively remove the liquid pressure in the inner pipe 1 and the outer pipe 2 of the double-grouting pipe and the water column pressure in the second-stage aperture sleeve 8, and then the double-grouting pipe 7 and the sealing device 6 can be detached, otherwise, a safety accident that high-pressure grouting or high-pressure water is sprayed out to injure people may occur.
Example (b):
the first mining working face 41301 of 13 layers of coal of a certain coal mining Taiyuan group in a certain city is 84m long, and the mining elevation is minus 528m to minus 496 m. 10 and 11 days, when the working face is pushed to 110m, slight water seepage occurs to the lime holes at the outer section of the return airway of the working face at a bottom plate (-519m elevation) of 10m west, and the water quantity gradually increases and is stabilized at 20m3H is used as the reference value. At 19 days 11, water gushes from west (-503m elevation) of the face return air outlet, and the water amount is 5m from the beginning3The/h is gradually increased. The maximum water inflow amount reaches 230m by 15 days3/hThe later water amount is stabilized at 170m3H is used as the reference value. The situation is very critical, and all the operators on the working face are withdrawn. The face is flooded due to insufficient drainage capacity of the working face. In order to ensure the safety of a mine, 1 water gate wall is respectively constructed at the proper positions of a horizontal 13-coal seam main roadway and an auxiliary descending roadway of-450 m and a horizontal 13-west-coal seam roadway of-450 m, and four mining areas are permanently isolated.
Through analysis, the lower part of the working face is close to an F10 fault and a branch fault thereof, when the working face is tunneled, an F1-1(H is 35m) fault, an F1-2(H is 7m) normal fault and an F1-3(H is 8m) normal fault are respectively exposed to be obliquely crossed with the working face, and 5 normal faults with the head of 1.0-3.0m exist on the working face. The water source for water inrush is known as Xujiazhuang limestone and is supplemented with Ordovician limestone water. The water guide channel is of a fault structure.
The design scheme is provided for grouting and water plugging treatment of a water inrush water source layer and a water guide channel by utilizing grouting and water plugging drill holes constructed in an underground roadway. In order to meet the requirements of underground grouting and water plugging of a mine, a-450 horizontal grouting drift and a water plugging drift and a drilling chamber which extend downwards for tunneling are specially developed. 5 water plugging drill holes are constructed in the drilling chamber, and a novel double-liquid grouting process for stopping grout by using water columns in the drill holes is researched and implemented in the drill holes of the plug 4 and the plug 5. Wherein the final hole depth of 4 holes is 269m, the depth of the exposed fault water guide channel is 197m, and the water inflow of the drilled hole is 32m3H, the water pressure is about 1.2 MPa; the final hole depth 297m of the 5 plugged holes, the depth of the fault water guide channel exposed by the 5 plugged holes is 216m, and the water inflow of the drilled holes is 57m3H, water pressure 2.1 MPa. The water pressure of water gushing from the two holes is lower than the normal water pressure of Ordovician 4.2 MPa.
The construction of the first 3 drill holes (block 1-block 3) is summarized, and the following defects are considered to exist: (1) according to the regulations of coal mine water control, the depth of the secondary aperture casing is shallow, and is only 25-30 m. The depths of the water guide structures exposed from the drilling holes exceed 190 m. The section distance of the third-stage aperture drilling hole in the rock is long, water-sensitive strata such as mudstone and claystone exist, the water-sensitive strata are expanded when meeting water, the drilling hole is reduced in diameter easily, and the hole wall can collapse after being soaked for a long time. (2) Because the drill hole is deep and the pressure of a water column in the drill hole exceeds 1.0MPa, the dual-fluid slurry injection difficulty is high by utilizing the orifice dual-slurry mixing process. The slurry can not be safely and smoothly conveyed into the water guide channel at the bottom of the hole, and the double-slurry injection by plugging 3 holes is used once, and the failure is declared in 2 times of tests.
In order to solve the technical problems, repeated research proposes that a long sleeve is used for protecting the wall, the water column in the drilled hole is sealed in the sleeve by utilizing the characteristic that the water column formed by underground confined water in the drilled hole is difficult to compress, two kinds of slurry are mixed at the bottom opening in the sleeve, and the water column in the sleeve is utilized for stopping the slurry. The key of the implementation of the process is to break the conventional process, preferentially construct a third-stage hole diameter drilling, accurately judge the depth of the water storage and guide channel, and calculate and select the depth of the casing according to the double-liquid-slurry proportion, the grouting parameters and the hole diameter of the hole drilling at the slurry passing section. The nested double pipes are used as double-liquid grouting pipes to convey cement paste and quick-setting cement paste. The two kinds of slurry are directly and quickly conveyed to the bottom end of the casing pipe, so that the two kinds of slurry are mixed at the bottom opening of the casing pipe, and the mixed slurry is pushed into the water guide channel before being initially solidified. Therefore, the process can effectively solve the technical problem of double-fluid grouting in the underground ultra-deep borehole. Tests and implementation are carried out in the two drill holes of the block 4 and the block 5, and a better water blocking effect is obtained.
The two drill holes adopt the same drill hole structure, namely the third-stage aperture is 75mm, the diameter of the second-stage sleeve is 89mm, the outer diameter of the outer flat double-slurry grouting pipe is 76mm, and the distance between the bottom port end of the second-stage aperture sleeve and the water guide channel is 8 m; injecting cement-water glass grout with the ratio of 1:1-3:1 and initial setting time of 40-75 seconds. The NBB260/7 variable pump is selected as the grouting pump.
And the water guide channel near the drill hole is successfully plugged by injecting double-liquid slurry into the two drill holes. The water reducing amount of the mine is measured to be 34m3And/h, obtaining satisfactory effect.
The present invention has been described above by way of example, but the present invention is not limited to the above-described specific embodiments, and any modification or variation made based on the present invention is within the scope of the present invention as claimed.
Claims (3)
1. A double-liquid grouting method for stopping grouting of a water column in an ultra-deep borehole in a mine is characterized by comprising the following steps:
1) constructing a water plugging grouting drill hole according to design parameters, wherein the ultra-deep grouting drill hole adopts a drill hole structure of three-stage aperture and two-stage sleeve, and after the first-stage aperture sleeve is inserted into the designed depth of the first-stage aperture drill hole and sealed to be qualified, a third-stage aperture drill bit is used for constructing a third-stage aperture drill hole;
2) accurately judging the lithology of the stratum and whether a water storage and guide channel exists or not during the construction of the third-stage aperture drilling, and judging the accurate position of the water storage and guide channel;
3) when water gushing occurs in the water storage and guide channel exposed in the third-stage aperture drill hole, accurately measuring the water gushing amount and the water pressure in unit time, and estimating the water passing area of the water storage and guide channel according to the water gushing amount and the water pressure;
4) a high-pressure variable grouting pump is arranged on site, according to multiple proportions of two kinds of slurry, the flow rate of mixed slurry under multiple proportions and the initial setting time of the mixed slurry under multiple proportions, which can be realized by different gear pump capacities of the high-pressure variable grouting pump, and by combining with the sectional area data of the third-stage aperture drilling hole, the safe running distance of the mixed slurry in the third-stage aperture drilling hole is finally selected through calculation and comparison, namely the design depth position of the bottom port end of the second-stage aperture casing in the drilling hole can be calculated;
5) after the design depth of the second-stage aperture sleeve is determined, performing aperture expansion construction on the third-stage aperture drilled hole by using a second-stage aperture drill bit above the design depth position of the bottom port end of the second-stage aperture sleeve to form a second-stage aperture drilled hole, inserting the second-stage aperture sleeve into the second-stage aperture drilled hole, and performing grouting and sealing between the second-stage aperture sleeve and the first-stage aperture sleeve;
6) after the second-stage aperture sleeve is sealed and qualified, the third-stage aperture drill bit is reused to form a through hole in the sleeve, and the through hole extends into the water storage and guide channel until normal water gushing occurs in the second-stage aperture sleeve;
7) connecting and putting a double-slurry grouting pipe, wherein the double-slurry grouting pipe mainly comprises an inner pipe and an outer pipe, the inner pipe and the outer pipe are concentrically sleeved, a double-slurry injector is arranged at the bottom end of the double-slurry grouting pipe, a first injection hole communicated with the inner pipe and a second injection hole communicated with the outer pipe are formed in the double-slurry injector, and the double-slurry injector is positioned about 1m above the bottom opening end of the second-stage aperture sleeve;
8) installing a sealing device to seal a gap between the upper port of the second-stage aperture sleeve and the double-slurry grouting pipe;
9) the upper end of the inner pipe is sealed and led out of an inner pipe eduction tube, the inner pipe eduction tube is connected with a slurry A grouting pump through a slurry A high-pressure rubber tube, the upper end of the outer pipe is sealed and led out of an outer pipe eduction tube, and the outer pipe eduction tube is connected with a slurry B grouting pump through a slurry B high-pressure rubber tube;
10) after the installation is finished, starting a slurry grouting pump A and a slurry grouting pump B, injecting two slurries of the slurry A and the slurry B into a third-stage aperture drilling hole through a double-slurry grouting pipe and a double-slurry ejector, mixing the two slurries at the bottom of the double-slurry ejector to form a mixed slurry, transporting the mixed slurry into a water storage and guide channel through the third-stage aperture drilling hole under the action of grouting pressure, initially setting and solidifying in the water storage and guide channel, and plugging the water storage and guide channel to achieve the purpose of grouting and water plugging;
11) and after grouting, disassembling the double-grouting pipe and the sealing device.
2. The mine underground ultra-deep borehole water column grout stopping double-liquid grouting method according to claim 1, characterized in that:
the method for determining the design depth position of the bottom port end of the second-stage aperture sleeve in the borehole in the step 4) comprises the following steps:
a) the flow and the corresponding rated pressure value of each gear of the high-pressure variable pump in unit time are measured and determined on site;
b) according to the flow rates of different gears of the high-pressure variable pump, respectively performing on-site double-slurry mixed slurry initial setting time tests of single-liquid cement slurry of slurry A and quick-setting slurry of slurry B, and mastering the initial setting time of the mixed slurry of the slurry A grouting pump and the slurry B grouting pump under different gear flow ratios;
c) calculating the running speed of the mixed slurry in the drilled hole according to the flow of the mixed slurry under different gear flow ratios of the two slurries and the section area of the drilled hole with the third-stage aperture;
d) finally, calculating the migration distance of the mixed slurry in the third-stage aperture drilling before the mixed slurry reaches the initial setting time according to the initial setting time of the mixed slurry, the flow of the mixed slurry and the running speed of the flow in the third-stage aperture drilling under different proportions formed by different gear flows which can meet the requirement of final pressure of grouting by a grouting pump;
e) the shortest distance of the mixed slurry running under the proportion of each gear which can meet the grouting pressure requirement is taken as the safe distance of the mixed slurry migration, and the distance also determines the design depth position of the bottom opening end of the second-stage aperture sleeve.
3. The mine downhole ultra-deep borehole water column grout stopping double-liquid grouting method according to claim 1 or 2, characterized in that:
in the step 5), grouting and sealing are further carried out between the second-stage aperture pipe sleeve and the first-stage aperture pipe sleeve (21) to form a pipe sleeve sealing solid, and the sealing quality of the pipe sleeve sealing solid must meet the requirements that the sleeve can bear the grouting final pressure of 1.5 times, and the sleeve has no leakage and no loosening and outward movement;
in the step 8), the sealing quality of the sealing device requires no leakage under the pressure 1.5 times of the final pressure of grouting;
in the step 9), a first pressure release valve is arranged between the inner pipe eduction tube and the slurry A high-pressure rubber tube, a second pressure release valve is arranged between the outer pipe eduction tube and the slurry B high-pressure rubber tube, and a third pressure release valve is arranged at an upper port of the second-stage aperture sleeve;
in step 11), after grouting, first, second and third pressure relief valves are opened respectively, so that after the liquid pressure in the inner pipe and the outer pipe of the double-grouting pipe and the water column pressure in the second-stage aperture sleeve are respectively removed, the double-grouting pipe and the sealing device can be detached, otherwise, a safety accident that high-pressure grouting or high-pressure water is sprayed out to injure people may occur.
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| CN112483040A (en) * | 2020-12-23 | 2021-03-12 | 莱芜莱新铁矿有限责任公司 | Mine water spraying treatment method |
| CN114635659B (en) * | 2022-04-07 | 2023-10-31 | 中勘资源勘探科技股份有限公司 | Ground drilling negative pressure type device and method for plugging leakage stratum wellhead |
| CN115234193B (en) * | 2022-08-04 | 2023-05-26 | 紫金矿业集团股份有限公司 | Plugging method of movable water-fixing pipe plugging device for water burst of drilling hole |
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