CN109973098B - Goaf grouting reinforcement caving zone drilling construction method - Google Patents
Goaf grouting reinforcement caving zone drilling construction method Download PDFInfo
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- CN109973098B CN109973098B CN201910015740.5A CN201910015740A CN109973098B CN 109973098 B CN109973098 B CN 109973098B CN 201910015740 A CN201910015740 A CN 201910015740A CN 109973098 B CN109973098 B CN 109973098B
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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
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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
- E21D9/001—Improving soil or rock, e.g. by freezing; Injections
Abstract
A construction method for reinforcing a caving zone drill hole by grouting in a goaf aims to effectively avoid drill clamping, drill dropping and slurry leakage in the goaf caving zone drill hole construction process and effectively improve drilling efficiency. The method comprises the following steps: firstly, drilling a shallow layer on the earth surface by using a drill bit drilling machine to form a first step of drilling; secondly, taking out the drilling machine, and driving the seamless steel pipe into the first step of drilling to form a hole pipe; replacing the small-diameter drill bit, and drilling downwards from the orifice pipe by adopting a slurry retaining wall to form a second step of drilling; fourthly, grouting the slurry from the lower slurry injection pipe to the bottom of the hole at low pressure, and forming initial small-diameter low-pressure slurry injection with a certain height on the upper part of the caving zone; drilling downwards from the ground surface through the orifice pipe to the position of 0.5-1.0 m at the bottom of the initial small-diameter low-pressure grouting body; sixthly, pouring a grouting pipe to the bottom of the hole, performing low-pressure grouting, and forming subsequent small-diameter low-pressure grouting body below the initial small-diameter low-pressure grouting body and fixedly integrated with the initial small-diameter low-pressure grouting body; seventhly, repeating the fifth step and the sixth step until the drilling is downwards carried out to the bottom of the overflow belt, and the low-pressure grouting body is brought to the designed depth through the overflow belt.
Description
Technical Field
The invention relates to drilling construction, in particular to drilling construction of a goaf caving zone or a broken stone accumulation body.
Background
The goaf exists in China in a large quantity, and when a line cannot avoid and passes through a roadbed, the goaf is treated by grouting reinforcement under the common condition. When the goaf is deeper and the number of goaf layers is large, the goaf is easy to collapse to form an caving zone. Grouting reinforcement is carried out on the goaf, and grouting reinforcement drill holes must be formed first. Hole collapse and hole shrinkage are easy to occur during drilling of the caving zone in the goaf, so that drill sticking and drill dropping are caused, and slurry is easy to leak during wall protection by mixed slurry such as bentonite and polyacrylamide adopted during traditional drilling, so that great difficulty exists in drilling construction of the caving zone in the goaf, drilling forming difficulty is caused, and drilling construction efficiency is low. Therefore, the drilling construction method suitable for the goaf grouting reinforcement caving zone is required to be provided, the later goaf grouting reinforcement construction is not influenced, and the drilling construction method has the characteristics of simplicity and convenience in operation, easiness in construction, no influence on the later goaf grouting reinforcement construction, environmental friendliness, contribution to popularization and the like.
Disclosure of Invention
The invention aims to solve the technical problem of providing a construction method for grouting and reinforcing the caving zone drill hole in the goaf, so that the phenomena of drill sticking, drill dropping and slurry leakage in the goaf caving zone drill hole construction process are effectively avoided, and the drilling efficiency is effectively improved.
The technical scheme adopted by the invention for solving the technical problems is as follows:
a construction method for grouting and reinforcing a caving zone drill hole in a goaf comprises the following steps:
firstly, drilling a shallow layer on the ground surface by using a drill bit drilling machine with the diameter of 130mm to form a first-step drilled hole with the depth of 2-3 m;
taking out the drilling machine, driving a 130 mm-phi seamless steel pipe into the first-step drilling hole to form a hole pipe, and arranging a slurry outlet pipe and a drainage valve at the upper part of the hole pipe;
thirdly, replacing a drill bit with a small diameter of 110mm, drilling downwards to a position of 0.5-1.0 m from the top of the caving zone by adopting a slurry protecting wall in the orifice pipe to form a second step of drilling, and stopping drilling and taking out the drill;
fourthly, pouring a slurry pipe to the bottom of the hole, performing low-pressure slurry pouring, wherein the slurry pouring pressure is 0.2-1.0 Mpa, closing a drainage valve when the slurry is discharged from a slurry discharging pipe, stopping slurry pouring, and forming initial small-diameter low-pressure slurry pouring body with a certain height on the upper part of the caving zone;
drilling downwards from the ground surface through the orifice pipe by using a drill bit with the diameter of 110mm to the position of 0.5-1.0 m at the bottom of the initial small-diameter low-pressure grouting body;
sixthly, grouting the lower grouting pipe to the bottom of the hole at low pressure, wherein the grouting pressure is 0.2-1.0 Mpa, when the grout is discharged from the grout outlet pipe, closing a drainage valve, stopping grouting, and forming a subsequent small-diameter low-pressure grouting body below the initial small-diameter low-pressure grouting body and fixedly integrated with the initial small-diameter low-pressure grouting body;
seventhly, repeating the fifth step and the sixth step until the low-pressure grouting body is drilled downwards to the bottom of the overflow belt, and enabling the low-pressure grouting body formed by consolidation of the initial small-diameter low-pressure grouting body and each subsequent small-diameter low-pressure grouting body to reach the designed depth through the overflow belt.
The invention has the advantages that low-pressure grouting is firstly adopted to reinforce the caving zone with small radius around the drill hole, the strength of the slurry is properly improved after the slurry enters the caving zone, and the drill hole is formed by repeatedly drilling back and forth through the caving zone to finally reach the design depth; by controlling the proportion of grouting materials and the grouting pressure, the diffusion radius of grout in the caving zone is reduced and the porosity of the formed grouting body is controlled, so that a drill hole can be effectively formed, the later grouting reinforcement construction of the goaf is facilitated, and the goaf caving zone drilling construction process of low-pressure grouting and sequential drilling is formed; the phenomena of drill clamping, drill falling and slurry leakage in the traditional caving zone drilling construction can be effectively avoided, and the drilling efficiency is effectively improved.
Drawings
The specification includes the following two figures:
FIG. 1 and FIG. 2 are flow charts of the goaf grouting reinforcement caving zone drilling construction method.
The component names and corresponding labels are shown in the figure: the method comprises the steps of drilling 1a in a first step, drilling 1b in a second step, drilling 1c in a third step, an orifice pipe 2, a grouting pipe 3, a slurry outlet pipe 4, a drainage valve 5, initial small-diameter low-pressure grouting 6a, subsequent small-diameter low-pressure grouting 6b and a caving zone A.
Detailed Description
The invention is further described with reference to the following figures and examples:
referring to fig. 1 and 2, the construction method for reinforcing the caving zone drill hole by grouting in the goaf comprises the following steps:
firstly, drilling a shallow layer on the ground surface by using a drill bit drilling machine with the diameter of 130mm to form a first-step drilled hole 1a with the depth of 2-3 m;
secondly, taking out the drilling machine, and driving a 130 mm-phi seamless steel pipe into the first-step drilling hole 1a to form a hole pipe 2, wherein a slurry outlet pipe 4 and a drainage valve 5 are arranged at the upper part of the hole pipe 2;
thirdly, replacing a drill bit with a small diameter of 110mm, drilling downwards to a position of 0.5-1.0 m from the top of the caving zone A from the inside of the orifice pipe 2 by adopting a slurry protection wall to form a second step of drilling hole 1b, and stopping drilling and taking out the drilling machine;
fourthly, grouting the bottom of the lower grouting pipe 3 to the bottom of the hole at low pressure, wherein the grouting pressure is 0.2-1.0 Mpa, when the grout outlet pipe 4 discharges the grout, the drainage valve 5 is closed, grouting is stopped, and initial small-diameter low-pressure grouting body 6a with a certain height is formed at the upper part of the caving zone A;
drilling downwards from the ground surface through the orifice pipe 2 by adopting a drill bit with the diameter of 110mm to the position of 0.5-1.0 m at the bottom of the initial small-diameter low-pressure grouting body 6 a;
sixthly, grouting at low pressure from the lower grouting pipe 3 to the bottom of the hole, closing the drainage valve 5 when the grouting pipe 4 discharges the grout, stopping grouting, and forming a subsequent small-diameter low-pressure grouting body 6b below the initial small-diameter low-pressure grouting body 6a and fixedly integrated with the initial small-diameter low-pressure grouting body;
seventhly, repeating the fifth step and the sixth step until the low-pressure grouting body downwards drills to the bottom of the overflow belt A, and the low-pressure grouting body formed by consolidation of the initial small-diameter low-pressure grouting body 6a and each subsequent small-diameter low-pressure grouting body 6b passes through the overflow belt A to reach the designed depth.
In the fourth step and the sixth step, low-pressure grouting is adopted for grouting, and the grouting pressure is 0.2-1.0 Mpa. The grouting liquid adopted by grouting is mixed with about 30 percent of fly ash, and an accelerator with the weight of 3 to 5 percent of cement can be added into the grouting liquid for quickly solidifying the grouting liquid.
Referring to fig. 1 and 2, the invention firstly adopts low-pressure grouting to reinforce the caving zone with small radius around the drill hole, the strength of the slurry is properly improved after the slurry enters the caving zone, and the drill hole is formed by repeatedly drilling back and forth through the caving zone to finally reach the design depth. By controlling the proportion of grouting materials and the grouting pressure, the diffusion radius of grout in the caving zone is reduced, the porosity of the grouting body is controlled, so that drilling holes can be effectively formed, later grouting reinforcement construction of the goaf is facilitated, and the goaf caving zone drilling construction process of low-pressure grouting and sequential drilling is formed. The invention avoids the problems of drill sticking, drill falling, slurry leakage, low drilling efficiency and the like in the traditional caving zone drilling construction.
The foregoing is illustrative only of the principles and operational steps of a goaf grouting reinforcement caving zone drilling method of the present invention, and is not intended to limit the invention to the exact construction and steps shown and described, and accordingly, all suitable modifications and equivalents may be resorted to, falling within the scope of the claims.
Claims (2)
1. A construction method for grouting and reinforcing a caving zone drill hole in a goaf comprises the following steps:
firstly, drilling a shallow layer on the ground surface by using a drill bit drilling machine with the diameter of 130mm to form a first-step drilled hole (1a) with the depth of 2-3 m;
secondly, taking out the drilling machine, and driving a 130 mm-phi seamless steel pipe into the first-step drilling hole (1a) to form a hole pipe (2), wherein the upper part of the hole pipe (2) is provided with a slurry outlet pipe (4) and a drainage valve (5);
thirdly, replacing a drill bit with a small diameter of 110mm, drilling downwards to a position of 0.5-1.0 m from the top of the caving zone (A) from the inside of the orifice pipe (2) by adopting a slurry protection wall to form a second step of drilling (1b), and stopping drilling and taking out the drilling machine;
fourthly, grouting the bottom of the hole through the lower grouting pipe (3), performing low-pressure grouting, wherein the grouting pressure is 0.2-1.0 Mpa, when the grout outlet pipe (4) discharges the grout, closing the drainage valve (5), stopping grouting, and forming initial small-diameter low-pressure grouting body (6a) with a certain height on the upper part of the caving zone (A);
drilling downwards from the ground surface through the orifice pipe (2) by adopting a drill bit with the diameter of 110mm to the position of 0.5-1.0 m at the bottom of the initial small-diameter low-pressure grouting body (6 a);
sixthly, grouting the lower grouting pipe (3) to the bottom of the hole at low pressure, wherein the grouting pressure is 0.2-1.0 Mpa, when the grout outlet pipe (4) discharges the grout, the drainage valve (5) is closed, the grouting is stopped, and the subsequent small-diameter low-pressure grouting body (6b) which is consolidated with the initial small-diameter low-pressure grouting body (6a) is formed below the initial small-diameter low-pressure grouting body (6 a);
seventhly, repeating the fifth step and the sixth step until the low-pressure grouting body is drilled downwards to the bottom of the overflow belt (A), and the low-pressure grouting body formed by consolidation of the initial small-diameter low-pressure grouting body (6a) and each subsequent small-diameter low-pressure grouting body (6b) passes through the overflow belt (A) to reach the designed depth.
2. The construction method for grouting and reinforcing the caving zone borehole in the goaf as claimed in claim 1, wherein: in the fourth step and the sixth step, about 30 percent of fly ash is added into the grouting liquid for grouting, and an accelerating agent accounting for 3 to 5 percent of the weight of the cement is added into the grouting liquid for quickly solidifying the grouting liquid.
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| CN110566271A (en) * | 2019-08-02 | 2019-12-13 | 上海远通路桥工程有限公司 | Reinforcement construction method for water-rich goaf under municipal road |
| CN112112559A (en) * | 2020-08-26 | 2020-12-22 | 山西晋城无烟煤矿业集团有限责任公司 | Method for segmented grouting of same grouting hole of underground mining face collapse column roadway |
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| CN1236146C (en) * | 2002-07-19 | 2006-01-11 | 王景军 | Method and apparatus for forming shaped pile by drilling, high-pressure letting to enlarge hole and pressure pouring of concrete |
| CN1827924A (en) * | 2006-02-14 | 2006-09-06 | 薛江炜 | Foundation treatment method by static pressure replacement and multi-purpose press pipe thereof |
| JP4927662B2 (en) * | 2007-08-10 | 2012-05-09 | 日本基礎技術株式会社 | Repair method for existing lining |
| CN101509264B (en) * | 2009-03-25 | 2011-12-07 | 李旺雷 | One-step pore-creating, segmenting high pressure cement grout construction method |
| CN101839140B (en) * | 2010-03-31 | 2012-05-23 | 中国矿业大学 | Method for reinforcing roadway floor by grouting |
| CN102838325B (en) * | 2012-09-28 | 2014-11-05 | 长沙理工大学 | Hole sealing grout stop material and grouting hole sealing process |
| CN103031847B (en) * | 2012-12-20 | 2015-05-06 | 长江勘测规划设计研究有限责任公司 | Reducing overlap joint combined type orifice pipe grouting method |
| CN103924945B (en) * | 2014-05-08 | 2016-04-20 | 中煤科工集团西安研究院有限公司 | The high-pressure slip-casting technique of rich water weathering fissures rock stratum under the Moderate and Thick Unconsolidated Formation of colliery |
| CN104594914A (en) * | 2014-08-18 | 2015-05-06 | 河南理工大学 | Coal mine tunnel broken surrounding rock layering grouting technology and method |
| CN106351662B (en) * | 2016-08-29 | 2017-10-17 | 济南力稳岩土工程有限公司 | Cellular-type segmenting slip casting reinforcement means, construction method and application |
| CN108612546B (en) * | 2018-05-14 | 2019-12-31 | 中铁十八局集团第一工程有限公司 | Horizontal grouting construction method in closed environment |
| CN108756955B (en) * | 2018-06-14 | 2023-06-02 | 中交第二航务工程局有限公司 | Gravity type water-stopping blocking structure and method for shield tunnel |
| CN109139052B (en) * | 2018-09-30 | 2023-12-15 | 淮矿西部煤矿投资管理有限公司 | Grouting hole device based on high-pressure deep hole grouting and construction method |
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