CN109322621B - Broken layer pipe fixing and grouting method - Google Patents
Broken layer pipe fixing and grouting method Download PDFInfo
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- CN109322621B CN109322621B CN201811356982.2A CN201811356982A CN109322621B CN 109322621 B CN109322621 B CN 109322621B CN 201811356982 A CN201811356982 A CN 201811356982A CN 109322621 B CN109322621 B CN 109322621B
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- pipe
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- core
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21B—EARTH DRILLING, e.g. DEEP DRILLING; OBTAINING OIL, GAS, WATER, SOLUBLE OR MELTABLE MATERIALS OR A SLURRY OF MINERALS FROM WELLS
- E21B7/00—Special methods or apparatus for drilling
- E21B7/20—Driving or forcing casings or pipes into boreholes, e.g. sinking; Simultaneously drilling and casing boreholes
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21B—EARTH DRILLING, e.g. DEEP 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
Abstract
The invention discloses a broken layer pipe fixing and grouting method which comprises the steps of drilling, reaming, next path of core pipe and pressure resistance test for the first time, wherein hole washing is carried out twice, and drilling and reaming are carried out for the second time, and next path of core pipe and pressure resistance test are carried out one by adopting drill rods. The invention has the beneficial effects that: accumulated water is drained twice, accumulated water drainage work can be guaranteed, the problem of long-distance pipe discharging of a broken layer is solved by adopting a mode of sectionally discharging two paths of rock core pipes, and meanwhile, the pipe discharging is carried out by adopting power of a drilling machine, so that the labor intensity of workers is reduced, and the safety during the pipe discharging is ensured; in addition, according to the pipe discharging requirements of different water exploration and drainage drill holes, core bits and reducing joints with corresponding calibers can be processed respectively, and the problem of pipe discharging of core pipes with various calibers is solved.
Description
Technical Field
The invention relates to a pipe fixing and grouting method, in particular to a broken layer pipe fixing and grouting method.
Background
The Huainan coal field belongs to a newly-born loose sand layer gap water and floor karst water composite aquifer water-filled type mine, is threatened by bottom plate karst water, and can be mined only after drainage and depressurization are carried out when coal of group A is mined, and the bottom plate limestone water-exploring and water-releasing drilling is the most effective drainage and depressurization mode at present. In the bottom plate limestone water exploration and drainage hole construction process, due to the influences of factors such as roadway periodic incoming pressure, fault structural zones and the like, surrounding rocks in holes are broken seriously, so that a sinking sleeve cannot reach a designated position, and the water exploration and drainage safety requirement cannot be met. A broken layer pipe fixing and grouting method is summarized by continuously searching and improving a pipe fixing and grouting process, and the problems of difficult pipe arrangement and difficult grouting of a broken layer are effectively solved.
The existing solid pipe grouting mode mainly adopts compressed air to wash holes and manual forced pipe laying, and has the following three defects:
1. the large-angle downward drilling cannot drain accumulated water at the bottom of the hole, so that the grouting effect is influenced;
2. the pipe fixing section of the bottom plate is broken, and the pipe is difficult to be discharged;
3. two ways of sleeves (core barrel) require 20m, and manual pipe laying is difficult.
Disclosure of Invention
The invention aims to solve the technical problem of providing a broken layer pipe fixing and grouting method which solves the problems that accumulated water cannot be drained and pipes cannot be arranged easily in the prior art.
The invention solves the technical problems through the following technical scheme: the invention relates to a broken layer pipe fixing and grouting method, which comprises the following steps:
s1: after drilling and reaming by adopting a drill bit, discharging slag and washing holes by using compressed air, after the hole washing is finished, downwards arranging a coil pipe in the hole, connecting the coil pipe with a diaphragm pump, and carrying out secondary hole washing until accumulated water at the bottom of the hole is completely discharged;
s2: installing a flange plate at the orifice of the next rock core pipe, and performing high-pressure grouting by using a hydraulic grouting pump to wait for solidification;
s3: drilling for the second time by using a drill bit, and carrying out a pressure resistance test;
s4: after the pressure resistance test is qualified, two paths of rock core pipes are arranged after hole expansion, a plurality of rock core pipes are arranged, one end of the first two paths of rock core pipes is connected with a reducing joint and then connected with a drill rod, the other end of the first two paths of rock core pipes is connected with a core bit, the two paths of rock core pipes are arranged in the hole in a segmented mode one by one under the power of a drilling machine, the first two paths of rock core pipes are removed, the next two paths of rock core pipes are connected with the reducing joint and arranged in the hole, pressure water is connected for punching every next two paths of rock core pipes, and;
s5: when the total length of a plurality of two paths of rock core pipes in the pipe meets the requirement, installing two paths of flange plates at the pipe orifices of the two paths of rock core pipes at the hole orifices, and connecting one path of flange plate with the two paths of flange plates;
s6: grouting by adopting a hydraulic grouting pump, and waiting for solidification;
s7: drilling for three times by using a drill bit, and carrying out a pressure resistance test;
s8: and after the pressure resistance test is qualified, a high-pressure gate valve is arranged at the orifice, and a drill bit is adopted to drill to the designed hole depth.
Further, the concrete operations of drilling and reaming in the step S1 are to firstly use a drill bit with a diameter of 94mm to construct 25m, use a reaming bit with a diameter of 127mm to drill 25m, and then use a reaming bit with a diameter of 168mm and a reaming bit with a diameter of 196mm to ream 9m step by step.
Further, the hole washing time in the step S1 is not less than 30 min.
Further, the diameter of the one-way core barrel in the step S2 is 146mm, and the length is 8 m.
Further, the drills used in the steps S3 and S7 are all phi 94mm drills, and the drilling depth is 25 m.
Furthermore, the pressure test in the steps S3 and S7 adopts clean water, the pressure of the pressure test is 6-10MPa, and the pressure test time is not less than 30 min.
Further, the reducer union in step S4 is a cylindrical structure with an external thread at one end and an internal thread at one end, wherein the end with the external thread is connected with the internal thread in the first two-way core tube, and the end with the internal thread is connected with the external thread of the drill rod.
Further, the middle of the core drill in the step S4 is a through hole, an external thread is arranged on the periphery of one end of the core drill and connected with the internal thread in the first two-way core tube, the other end of the core drill is a circular truncated cone structure, the end with the small size of the circular truncated cone structure and the end with the external thread are integrated into a whole, and the end with the large size of the circular truncated cone structure is provided with a tooth-shaped structure.
Further, the diameter of the two-way core barrel in the step S4 is 108mm, and the total length of the plurality of two-way core barrels in the step S4 is 20 m.
Further, in the steps S2 and S6, the time for waiting for coagulation is not less than 48 hours.
Compared with the prior art, the invention has the following advantages: the invention discharges water twice, can ensure the discharge work of the water, adopts the way of sectionally discharging two paths of rock core pipes, solves the problem of long-distance pipe discharging of a broken layer, and simultaneously adopts the power pipe discharging of a drilling machine, thereby reducing the labor intensity of workers and ensuring the safety during the pipe discharging;
in addition, according to the pipe discharging requirements of different water exploration and drainage drill holes, core bits and reducing joints with corresponding calibers can be processed respectively, and the problem of pipe discharging of core pipes with various calibers is solved.
Drawings
FIG. 1 is a schematic structural diagram of a broken layer pipe fixing and grouting method of the invention;
FIG. 2 is an enlarged view at A in FIG. 1;
FIG. 3 is a schematic view of a reducer union;
FIG. 4 is a schematic diagram of a coring bit;
fig. 5 is a schematic view of the connection of the next first two-way core barrel.
The figure is marked with a rock core pipe 1 at one path, a rock core pipe 2 at two paths, a reducing joint 21, a coring bit 22 and a drill rod 3.
Detailed Description
The following examples are given for the detailed implementation and specific operation of the present invention, but the scope of the present invention is not limited to the following examples.
As shown in fig. 1 to 5, the broken layer pipe fixing and grouting method of the embodiment includes the following steps:
s1: after drilling and reaming by adopting a drill bit, specifically, firstly adopting a drill bit with the diameter of 94mm to construct for 25m, controlling the drilling pressure during the construction to ensure that the drilled hole is straight, adopting a reaming drill bit with the diameter of 127mm to match with a grade centralizer to ensure that the drilled hole is straight for 25m, then adopting a reaming drill bit with the diameter of 168mm and a reaming drill bit with the diameter of 196mm to ream for 9m step by step,
drilling down to the bottom of the hole by using a drill bit with the diameter of 94mm, and performing slag removal and hole washing by using compressed air, wherein the hole washing time is not less than 30 min; after hole washing is finished, the drill is pulled out, a coil pipe is arranged next to the hole, the coil pipe can be connected with the reducing connecting piece and then connected with the diaphragm pump, and secondary hole washing is carried out until accumulated water at the bottom of the hole is drained;
s2: the diameter of the next rock core pipe 1 and the length of the one rock core pipe 1 are 146mm and 8m, one flange is arranged at the orifice of the one rock core pipe 1, high-pressure grouting is carried out by adopting a hydraulic grouting pump, and the next rock core pipe 1 waits for not less than 48 hours for solidification;
s3: drilling a hole for 25m for the second time by using a drill with the diameter of 94mm, and performing a pressure test by using clear water, wherein the pressure of the pressure test is 6-10MPa, the pressure test time is not less than 30min, and the pressure in the embodiment is 8 MPa;
s4: after a pressure resistance test is qualified, after a phi 127mm reaming bit is used for reaming 25m in cooperation with a grade centralizer, two paths of rock core pipes 2 are arranged, when in actual operation, two paths of phi 108mm rock core pipes can be manually arranged firstly, if pipe descending is blocked, pipe descending cannot be continued, one end of the first two paths of rock core pipes is connected with a reducing joint 21 and then connected with a drill rod 3, the other end of the first two paths of rock core pipes is connected with a coring bit 22, the two paths of rock core pipes 2 are sectionally arranged one by one in the hole under the power of a drilling machine, the next two paths of rock core pipes 2 are still manually arranged, if pipe descending is blocked, pipe descending cannot be continued, then the second and third … … rock core pipes are connected with the reducing joint 21, pipe descending one by one in the hole is carried out in a mode that the drilling machine rotates to supply pressure, and each next two paths of rock core pipes 2 are connected with a water braid head;
s5: and when the total length of the two paths of core pipes 2 in the pipe reaches 20m, installing two paths of flange plates at the pipe orifices of the two paths of core pipes at the hole openings, connecting one path of flange plate 11 with the two paths of flange plates, closing the two paths of sleeve flange plates and one path of sleeve flange plate in a propping mode of a drilling machine, namely fastening the two flange plates into a whole by screws.
S6: grouting by adopting a hydraulic grouting pump, and waiting for solidification for 48 hours;
s7: drilling 25m for three times by using a drill with the diameter of 94mm, and using clear water as pressure resistance time, wherein the test pressure is 8MPa, and the pressure stabilizing time is not less than 30 min;
s8: and after the pressure resistance test is qualified, mounting a high-pressure gate valve at the orifice, and drilling to the designed hole depth by adopting a drill bit with the diameter of 94 mm.
In the figure: l1 ═ 9m, L1 ═ 8m, L1 ═ 20m, L1 ═ 25 m; d1- Φ 196mm, D2- Φ 146mm, D3- Φ 127mm, D1- Φ 108mm, and D1- Φ 94 mm.
As shown in fig. 3, in this embodiment, the reducer union 21 in step S4 is a cylindrical structure with an external thread at one end and an internal thread at the other end, wherein the end with the external thread is connected with the internal thread in the first two-way core tube, and the end with the internal thread is connected with the external thread of the drill rod.
As shown in fig. 4, in this embodiment, in step S4, an external thread is provided on the periphery of one end of the core drill 22, and is connected to the internal thread in the first two-way core barrel 2, the other end is a circular truncated cone structure gradually expanding outward, the core drill 22 is hollow, the end with the small size of the circular truncated cone structure and the end with the external thread are integrated into a whole, and the end with the large size of the circular truncated cone structure is provided with a tooth-shaped structure, which is a tooth-shaped structure formed by a U-shaped groove with a circle at the bottom, or a V-. The core drill bit 22 is here used for breaking rock when breaking in a hole, and the rock powder is flushed out with pressure water.
According to the next two-way rock core pipe 2, as shown in fig. 5, the left end of the two-way rock core pipe 2 is connected with a core bit 22, the right end of the two-way rock core pipe is connected with a reducing joint 21 and then connected with a drill rod 3, when the second and third rock core pipes … are placed, the core bit is not needed, the drill rod 3 is connected only after the reducing joint 21 is connected, and the pipes are placed into the holes one by one in a drilling machine rotary pressure supply mode.
The above description is only for the purpose of illustrating the preferred embodiments of the present invention and is not to be construed as limiting the invention, and any modifications, equivalents and improvements made within the spirit and principle of the present invention are intended to be included within the scope of the present invention.
Claims (9)
1. A broken layer pipe fixing and grouting method is characterized by comprising the following steps:
s1: after drilling and reaming by adopting a drill bit, discharging slag and washing holes by using compressed air, after the hole washing is finished, downwards arranging a coil pipe in the hole, connecting the coil pipe with a diaphragm pump, and carrying out secondary hole washing until accumulated water at the bottom of the hole is completely discharged;
s2: installing a flange plate at the orifice of the next rock core pipe, and performing high-pressure grouting by using a hydraulic grouting pump to wait for solidification;
s3: drilling for the second time by using a drill bit, and carrying out a pressure resistance test;
s4: after the pressure resistance test is qualified, two paths of rock core pipes are arranged after hole expansion, a plurality of rock core pipes are arranged, one end of the first two paths of rock core pipes is connected with a reducing joint and then connected with a drill rod, the other end of the first two paths of rock core pipes is connected with a core bit, the two paths of rock core pipes are arranged in the hole in a segmented mode one by one under the power of a drilling machine, the first two paths of rock core pipes are removed, the next two paths of rock core pipes are connected with the reducing joint and arranged in the hole, pressure water is connected for punching every next two paths of rock core pipes, and; the middle part of the core drill bit in the step S4 is a through hole, the periphery of one end of the core drill bit is provided with an external thread which is connected with the internal thread in the first two-way rock core tube, the other end of the core drill bit is of a circular truncated cone structure, the end with the small size of the circular truncated cone structure and the end with the external thread are integrated into a whole, and the end with the large size of the circular truncated cone structure is provided with;
s5: when the total length of a plurality of two paths of rock core pipes in the pipe meets the requirement, installing two paths of flange plates at the pipe orifices of the two paths of rock core pipes at the hole orifices, and connecting one path of flange plate with the two paths of flange plates;
s6: grouting by adopting a hydraulic grouting pump, and waiting for solidification;
s7: drilling for three times by using a drill bit, and carrying out a pressure resistance test;
s8: and after the pressure resistance test is qualified, a high-pressure gate valve is arranged at the orifice, and a drill bit is adopted to drill to the designed hole depth.
2. The fractured zone pipe-fixing grouting method according to claim 1, wherein the concrete operations of drilling and reaming in step S1 are to perform 25m construction by using a drill bit with a diameter of 94mm, drill 25m by using a reaming bit with a diameter of 127mm, and then ream 9m by stages by using a reaming bit with a diameter of 168mm and a reaming bit with a diameter of 196 mm.
3. The fractured zone pipe fixing grouting method according to claim 1, wherein the hole washing time in the step S1 is not less than 30 min.
4. The method for pipe-fixing grouting in a fractured layer according to claim 1, wherein the diameter of the one-way core barrel in the step S2 is 146mm, and the length of the one-way core barrel is 8 m.
5. The fractured zone pipe fixing grouting method according to claim 1, wherein drill bits used in the steps S3 and S7 are all phi 94mm drill bits, and the drilling depth is 25 m.
6. The fractured zone pipe-fixing grouting method according to claim 1, wherein the pressure test in steps S3 and S7 is performed by using clean water, the pressure of the pressure test is 6-10MPa, and the pressure test time is not less than 30 min.
7. The fractured zone pipe-fixing grouting method according to claim 1, wherein the reducer union in step S4 is a cylindrical structure with an external thread at one end and an internal thread at the other end, wherein the end with the external thread is connected with the internal thread in the first two-way rock core pipe, and the end with the internal thread is connected with the external thread of the drill rod.
8. The fractured zone pipe fixing grouting method according to claim 1, wherein the diameter of the two-way core barrel in the step S4 is 108mm, and the total length of the two-way core barrels in the step S4 is 20 m.
9. The method of claim 1, wherein the time for waiting for solidification is not less than 48 hours in steps S2 and S6.
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| CN201811356982.2A CN109322621B (en) | 2018-11-15 | 2018-11-15 | Broken layer pipe fixing and grouting method |
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| CN201811356982.2A CN109322621B (en) | 2018-11-15 | 2018-11-15 | Broken layer pipe fixing and grouting method |
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| CN109322621B true CN109322621B (en) | 2020-11-24 |
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| CN110617029B (en) * | 2019-09-16 | 2020-06-30 | 中国矿业大学 | Drilling segmented retreating type grouting method |
| CN112664140B (en) * | 2020-12-25 | 2023-05-23 | 辽宁科技大学 | Blast hole water burst antifreezing method for highland alpine region |
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| US7891440B2 (en) * | 2008-02-22 | 2011-02-22 | Roussy Raymond J | Method and system for installing geothermal transfer apparatuses with a sonic drill and a removable or retrievable drill bit |
| CN102134967B (en) * | 2011-01-25 | 2012-01-18 | 煤炭科学研究总院西安研究院 | Construction method of consolidating horizontal directional drilling hole by grouting coal seam baseboard |
| CN204386616U (en) * | 2014-12-25 | 2015-06-10 | 永城煤电控股集团有限公司 | A kind of device of seat earth grouting and reinforcing secondary sleeve pipe |
| CN105114029B (en) * | 2015-08-19 | 2017-06-13 | 中煤科工集团西安研究院有限公司 | A kind of shutoff method of the bad drilling of mine laneway inner sealing |
| CN105697053A (en) * | 2016-02-26 | 2016-06-22 | 安徽理工大学 | Pumping and pressing hybrid gas extraction downward drilling and water draining device |
| CN206000527U (en) * | 2016-08-19 | 2017-03-08 | 重庆市能源投资集团科技有限责任公司 | Multiple seam sliding sleeve isolates multiple fracturing device |
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