CN111594231A - Grouting reinforcement method for deep surrounding rock broken water erosion roadway - Google Patents
Grouting reinforcement method for deep surrounding rock broken water erosion roadway Download PDFInfo
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- CN111594231A CN111594231A CN202010494881.2A CN202010494881A CN111594231A CN 111594231 A CN111594231 A CN 111594231A CN 202010494881 A CN202010494881 A CN 202010494881A CN 111594231 A CN111594231 A CN 111594231A
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
- E21D11/105—Transport or application of concrete specially adapted for the lining of tunnels or galleries ; Backfilling the space between main building element and the surrounding rock, e.g. with concrete
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/38—Waterproofing; Heat insulating; Soundproofing; Electric insulating
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/10—Making by using boring or cutting machines
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21F—SAFETY DEVICES, TRANSPORT, FILLING-UP, RESCUE, VENTILATION, OR DRAINING IN OR OF MINES OR TUNNELS
- E21F15/00—Methods or devices for placing filling-up materials in underground workings
- E21F15/06—Filling-up mechanically
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Abstract
The invention discloses a deep surrounding rock broken water erosion roadway grouting reinforcement method, which comprises the following steps: firstly, filling and plugging a roof fall area of a head-on roof; secondly, grouting and water plugging reinforcement are carried out on the broken surrounding rock of the head-on top plate; and thirdly, performing advanced grouting and water plugging reinforcement on the crushing top plate of the pre-excavation region. Through pouring into polymer chemical material, will originally broken rock mass condense, pass through polymer material's hydrophobicity and expansibility with the crack, with the crack closure to the country rock that has restrained the tunnel roof is not hard up and slides, strengthens the internal friction of country rock, and polymer material's cohesive force effect in addition, thereby the effect of strutting in reinforcing tunnel has promoted the tunnel safety in utilization for the tunnelling speed in tunnel.
Description
Technical Field
The invention relates to a roadway support reinforcing method, in particular to a deep surrounding rock crushing water erosion roadway grouting reinforcing method, and belongs to the technical field of coal mine support.
Background
Aiming at the technical requirements that a working face goaf is pre-penetrated during the air return inclined roadway tunneling period of a coal mine, roadway surrounding rocks are broken during the penetration period, the top plate of a roadway is easy to leak, a top caving area and a water burst channel are formed, and great difficulty is brought to roadway supporting, a gold U-shaped shed is mostly adopted for reinforcing and supporting a water spraying roadway in the mine in the past under the condition, and the anchor rope density and the anchor rope driving depth are mostly increased for reinforcing and supporting the position without water spraying at a fork. One problem with these supports is that they fail in the case of drenched or heavily crushed roadways, which results in the need to repeatedly repair the roadway, resulting in increased repair costs and less safety.
Disclosure of Invention
The technical problem to be solved by the invention is as follows: the grouting reinforcement method for the deep surrounding rock broken water erosion roadway is characterized in that a high polymer chemical material is injected, an originally broken rock body is condensed, and cracks are closed through the hydrophobicity and the expansibility of the high polymer material, so that the looseness and the slippage of the surrounding rock of a roadway top plate are inhibited, the internal friction force of the surrounding rock is enhanced, the cohesive force action of the high polymer material is added, the supporting effect of the roadway is enhanced, and the existing problems are solved.
The technical scheme of the invention is as follows: a deep surrounding rock broken water erosion roadway grouting reinforcement method comprises the following steps: firstly, filling and plugging a roof fall area of a head-on roof; secondly, grouting and water plugging reinforcement are carried out on the broken surrounding rock of the head-on top plate; and thirdly, performing advanced grouting and water plugging reinforcement on the crushing top plate of the pre-excavation region.
In the first step, 4 minutes of seamless steel pipes are uniformly inserted into the roof-fall area according to the field condition in the roof-fall area, and the inserting pipe grout outlet is positioned at the top of the roof-fall area.
And in the second step, a row of fan-shaped grouting drill holes with length matched with each other are arranged for crushing the surrounding rock close to the head-on top plate, wherein the length of each long drill hole is 3 meters, the length of each short drill hole is 1.5 meters, and the drilling angle is perpendicular to the roadway surface.
In the third step, aiming at the roof crushing surrounding rock in front of the head-on pre-digging area, multiple rows of fan-shaped advanced long-short matched grouting drill holes are arranged until the roof is transited to the complete area of the roof, wherein the long drill holes are 3 or 4.5 meters, and the short drill holes are 1.5 meters.
The construction sequence of the second step is as follows:
(1) constructing short drill holes, grouting after the construction of six short drill holes of the surrounding rock is finished, and sequentially setting the grouting first and then setting up the grouting;
(2) the grouting amount of each grouting hole is determined according to the field condition, and the reference grouting amount or grouting pressure is increased;
(3) after the short drill hole grouting is finished, waiting for half an hour, and then constructing the long drill hole;
(4) and the grouting sequence and the grouting amount of the long drill hole are determined according to the field condition.
The construction sequence of the third step is as follows:
(1) constructing advanced short drill holes, grouting after the construction of six short drill holes of the surrounding rock is finished, and sequentially setting the grouting first and then setting up the grouting;
(2) the grouting amount of each grouting hole is determined according to the field condition, and the reference grouting amount or grouting pressure is increased;
(3) after the short drill hole grouting is finished, waiting for half an hour, constructing a long-ahead drill hole, testing the length of the long-ahead drill hole to be 3-4.5m, testing the length of the long-ahead drill hole to be 4.5m, if the reinforcing effect is better, adjusting the length to be 3m for testing, and if the reinforcing effect is also better, adjusting the length of the long drill hole to be 3.0 m;
(4) the grouting sequence and grouting amount of the long drill hole are determined according to the field condition;
(5) after grouting of the long drill hole, the long drill hole needs to wait for more than 8 hours, and then tunneling construction is carried out;
(6) the row spacing for long and short drilling construction is about 0.6m (flexibly adjusted according to the row spacing of the shed).
(7) The number of rows of advanced drilling construction needs to be determined according to actual needs.
The invention has the beneficial effects that: compared with the prior art, by adopting the technical scheme of the invention, the originally broken rock mass is condensed by injecting the high polymer chemical material, and the cracks are closed by the hydrophobicity and the expansibility of the high polymer material, so that the looseness and the slippage of the surrounding rock of the top plate of the roadway are inhibited, the internal friction force of the surrounding rock is enhanced, and the cohesive force action of the high polymer material is added, so that the supporting effect of the roadway is enhanced.
Drawings
FIG. 1 is a schematic view of a cannula according to the present invention;
FIG. 2 is a schematic view of the filling effect of the cannula according to the present invention;
FIG. 3 is a cross-sectional view of a fan-shaped head-on borehole of the present invention;
FIG. 4 is a schematic view of a head-on fan-shaped borehole of the present invention;
FIG. 5 is a cross-sectional view of a head-on advanced fan-shaped borehole according to the present invention;
FIG. 6 is a schematic view of a head-on advanced fan drill of the present invention;
FIG. 7 is a schematic diagram of the effect of the advanced drilling hole of the present invention.
Detailed Description
In order to make the objects, technical solutions and advantages of the present invention more apparent, the present invention will be described in further detail with reference to the accompanying drawings.
Example 1: as shown in the attached drawings 1-7, the deep surrounding rock crushing water erosion roadway grouting reinforcement method comprises the following steps: firstly, filling and plugging a roof fall area of a head-on roof; secondly, grouting and water plugging reinforcement are carried out on the broken surrounding rock of the head-on top plate; and thirdly, performing advanced grouting and water plugging reinforcement on the crushing top plate of the pre-excavation region.
In the first step, 4-minute seamless steel pipes are uniformly inserted into the roof-fall area according to the field condition in the roof-fall area, and the inserting pipe grout outlet is positioned at the top of the roof-fall area. The cannula is schematically shown in figure 1 and the filling effect is schematically shown in figure 2.
And in the second step, crushing the surrounding rock close to the head-on top plate, and arranging a row of fan-shaped grouting drill holes in length matching, wherein the length of each long drill hole is 3 meters, the length of each short drill hole is 1.5 meters, and the drilling angle is perpendicular to the roadway surface.
The drilling parameters are listed in table 1. The head-on fan-shaped drilling design is schematically shown in the attached figures 3-4.
Table 1 design parameter table for grouting reinforcement drilling of broken surrounding rock of head-on top plate
In the third step, aiming at the roof crushing surrounding rock in front of the head-on pre-digging area, multiple rows of fan-shaped advanced long-short matched grouting drill holes are arranged until the roof is transited to the complete area of the roof, wherein the long drill holes are 3 or 4.5 meters, and the short drill holes are 1.5 meters.
The construction sequence of the second step is as follows:
(1) constructing short drill holes, grouting after the construction of six short drill holes of the surrounding rock is finished, and sequentially setting the grouting first and then setting up the grouting;
(2) the grouting amount of each grouting hole is determined according to the field condition, and the reference grouting amount or grouting pressure is increased;
(3) after the short drill hole grouting is finished, waiting for half an hour, and then constructing the long drill hole;
(4) and the grouting sequence and the grouting amount of the long drill hole are determined according to the field condition.
The construction sequence of the third step is as follows:
(1) constructing advanced short drill holes, grouting after the construction of six short drill holes of the surrounding rock is finished, and sequentially setting the grouting first and then setting up the grouting;
(2) the grouting amount of each grouting hole is determined according to the field condition, and the reference grouting amount or grouting pressure is increased;
(3) after the short drill hole grouting is finished, waiting for half an hour, constructing a long-ahead drill hole, testing the length of the long-ahead drill hole to be 3-4.5m, testing the length of the long-ahead drill hole to be 4.5m, if the reinforcing effect is better, adjusting the length to be 3m for testing, and if the reinforcing effect is also better, adjusting the length of the long drill hole to be 3.0 m;
(4) the grouting sequence and grouting amount of the long drill hole are determined according to the field condition;
(5) after grouting of the long drill hole, the long drill hole needs to wait for more than 8 hours, and then tunneling construction is carried out;
(6) the row spacing for long and short drilling construction is about 0.6m (flexibly adjusted according to the row spacing of the shed).
(7) The number of rows of advanced drilling construction needs to be determined according to actual needs.
The drilling parameters are listed in table 2. The drilling design is schematically shown in figures 5-6.
Table 2 table of design parameters for head-on top plate crushing surrounding rock advanced grouting reinforcement drilling
Through injecting into polymer chemical material, will originally broken rock mass condense, pass through polymer material's hydrophobicity and expansibility with the crack, with the crack closure to the country rock of having restrained the tunnel roof is not hard up and has slided, strengthens the internal friction of country rock, and polymer material's cohesion effect in addition, thereby the effect of strutting in reinforcing tunnel.
The present invention is not described in detail, but is known to those skilled in the art. Finally, the above embodiments are only for illustrating the technical solutions of the present invention and not for limiting, although the present invention has been described in detail with reference to the preferred embodiments, it should be understood by those skilled in the art that modifications or equivalent substitutions may be made to the technical solutions of the present invention without departing from the spirit and scope of the technical solutions of the present invention, and all of them should be covered in the claims of the present invention.
Claims (6)
1. A deep surrounding rock broken water erosion roadway grouting reinforcement method is characterized by comprising the following steps: the method comprises the following steps: firstly, filling and plugging a roof fall area of a head-on roof; secondly, grouting and water plugging reinforcement are carried out on the broken surrounding rock of the head-on top plate; and thirdly, performing advanced grouting and water plugging reinforcement on the crushing top plate of the pre-excavation region.
2. The deep surrounding rock crushing and water erosion roadway grouting reinforcement method according to claim 1, characterized in that: in the first step, 4 minutes of seamless steel pipes are uniformly inserted into the roof-fall area according to the field condition in the roof-fall area, and the inserting pipe grout outlet is positioned at the top of the roof-fall area.
3. The deep surrounding rock crushing and water erosion roadway grouting reinforcement method according to claim 1, characterized in that: and in the second step, a row of fan-shaped grouting drill holes with length matched with each other are arranged for crushing the surrounding rock close to the head-on top plate, wherein the length of each long drill hole is 3 meters, the length of each short drill hole is 1.5 meters, and the drilling angle is perpendicular to the roadway surface.
4. The deep surrounding rock crushing and water erosion roadway grouting reinforcement method according to claim 1, characterized in that: in the third step, aiming at the roof crushing surrounding rock in front of the head-on pre-digging area, multiple rows of fan-shaped advanced long-short matched grouting drill holes are arranged until the roof is transited to the complete area of the roof, wherein the long drill holes are 3 or 4.5 meters, and the short drill holes are 1.5 meters.
5. The deep surrounding rock crushing and water erosion roadway grouting reinforcement method according to claim 3, characterized in that: the construction sequence of the second step is as follows:
(1) constructing short drill holes, grouting after the construction of six short drill holes of the surrounding rock is finished, and sequentially setting the grouting first and then setting up the grouting;
(2) the grouting amount of each grouting hole is determined according to the field condition, and the reference grouting amount or grouting pressure is increased;
(3) after the short drill hole grouting is finished, waiting for half an hour, and then constructing the long drill hole;
(4) and the grouting sequence and the grouting amount of the long drill hole are determined according to the field condition.
6. The deep surrounding rock crushing and water erosion roadway grouting reinforcement method according to claim 4, characterized in that: the construction sequence of the third step is as follows:
(1) constructing advanced short drill holes, grouting after the construction of six short drill holes of the surrounding rock is finished, and sequentially setting the grouting first and then setting up the grouting;
(2) the grouting amount of each grouting hole is determined according to the field condition, and the reference grouting amount or grouting pressure is increased;
(3) after the short drill hole grouting is finished, waiting for half an hour, constructing a long-ahead drill hole, testing the length of the long-ahead drill hole to be 3-4.5m, testing the length of the long-ahead drill hole to be 4.5m, if the reinforcing effect is better, adjusting the length to be 3m for testing, and if the reinforcing effect is also better, adjusting the length of the long drill hole to be 3.0 m;
(4) the grouting sequence and grouting amount of the long drill hole are determined according to the field condition;
(5) after grouting of the long drill hole, the long drill hole needs to wait for more than 8 hours, and then tunneling construction is carried out;
(6) the row spacing of long and short drill hole construction is 0.6 m.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
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| CN202010494881.2A CN111594231A (en) | 2020-06-03 | 2020-06-03 | Grouting reinforcement method for deep surrounding rock broken water erosion roadway |
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| CN202010494881.2A CN111594231A (en) | 2020-06-03 | 2020-06-03 | Grouting reinforcement method for deep surrounding rock broken water erosion roadway |
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Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113027467A (en) * | 2021-04-01 | 2021-06-25 | 宿州市金鼎安全技术股份有限公司 | Advanced grouting reinforcement treatment method for fully mechanized mining face passing through structural broken zone |
| CN113153391A (en) * | 2021-05-06 | 2021-07-23 | 中国科学院武汉岩土力学研究所 | Anchor cable grouting combined supporting method for coal roadway inclined composite roof |
| CN114439505A (en) * | 2021-11-29 | 2022-05-06 | 陕西彬长孟村矿业有限公司 | Three-dimensional grouting method for roadway of roadway engineering |
| CN116517553A (en) * | 2023-04-25 | 2023-08-01 | 安徽恒源煤电股份有限公司 | Staggered high-low pressure complementary grouting method for broken rock mass long and short pipes |
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Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN113027467A (en) * | 2021-04-01 | 2021-06-25 | 宿州市金鼎安全技术股份有限公司 | Advanced grouting reinforcement treatment method for fully mechanized mining face passing through structural broken zone |
| CN113153391A (en) * | 2021-05-06 | 2021-07-23 | 中国科学院武汉岩土力学研究所 | Anchor cable grouting combined supporting method for coal roadway inclined composite roof |
| CN114439505A (en) * | 2021-11-29 | 2022-05-06 | 陕西彬长孟村矿业有限公司 | Three-dimensional grouting method for roadway of roadway engineering |
| CN116517553A (en) * | 2023-04-25 | 2023-08-01 | 安徽恒源煤电股份有限公司 | Staggered high-low pressure complementary grouting method for broken rock mass long and short pipes |
| CN116517553B (en) * | 2023-04-25 | 2024-02-06 | 安徽恒源煤电股份有限公司 | Staggered high-low pressure complementary grouting method for broken rock mass long and short pipes |
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Application publication date: 20200828 |