CN112982374A - Multilayer goaf drilling and grouting method - Google Patents
Multilayer goaf drilling and grouting method Download PDFInfo
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- CN112982374A CN112982374A CN202110507836.0A CN202110507836A CN112982374A CN 112982374 A CN112982374 A CN 112982374A CN 202110507836 A CN202110507836 A CN 202110507836A CN 112982374 A CN112982374 A CN 112982374A
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
- E02D3/12—Consolidating by placing solidifying or pore-filling substances in the soil
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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
- E21B33/12—Packers; Plugs
- E21B33/1208—Packers; Plugs characterised by the construction of the sealing or packing means
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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 application belongs to the technical field of drilling of soil layers or rocks, and particularly relates to a multilayer goaf drilling and grouting method, which comprises the following steps: step one, adopting a first drill bit to open a hole and lower an orifice pipe; secondly, drilling to the designed hole bottom elevation by using a second drill bit; thirdly, a grouting pipe is arranged, and a flange plate grout stopping device is arranged on the grouting pipe; fourthly, sleeving an annular air bag with the axial length of 4-6m on the grouting pipe; fifthly, performing a water injection test on the grouting holes; sixthly, performing single-hole perfusion judgment on the grouting holes; and seventhly, grouting the peripheral curtain holes, grouting the grouting holes through grouting pipes, and lifting the grouting pipes while grouting until the multilayer goaf and the rock inner space are filled with grout. The method has the advantages of good construction quality, quick construction progress, safe construction and high reliability after implementation, meets the design requirements, and effectively achieves the aims of reinforcing the foundation and eliminating the mining subsidence.
Description
Technical Field
The invention relates to the technical field of drilling of soil layers or rocks, in particular to a multilayer goaf drilling and grouting method.
Background
The goaf exists in large quantity in China, the goaf foundation is unstable, and unstable deformation is easy to occur under factors such as dead weight stress, earthquake, underground water and the like; after the earth surface builds a building (structure), under the action of an external load, the original balance state of the goaf can be broken, the goaf is activated again, and the deformation of the goaf foundation is accelerated, so that the building (structure) is damaged.
The goaf belongs to a poor geological field which is hidden, complicated, large in ground surface deformation range and easy to cause geological disasters, and when the goaf is buried deeply and the number of goafs is large, the goaf is easy to collapse to form a falling zone, so that the goaf has great harm to ground buildings and highways. Therefore, the goaf engineering construction difficulty is high, the treatment cost is high, and the road engineering usually takes avoidance as a main factor. When the line cannot avoid and passes through the roadbed, the goaf is treated by grouting reinforcement under the normal condition.
Grouting reinforcement is carried out on the goaf, and grouting reinforcement drill holes must be formed first. Generally, in the prior art, the goaf treatment needs repeated drilling procedures and multiple orifice pipe pouring quantities, so that the labor cost and the material cost are high, and the construction cost is high.
Therefore, there is a need to provide an improved solution to the above-mentioned deficiencies of the prior art.
Disclosure of Invention
The application aims to provide a multilayer goaf drilling and grouting method, which comprises the following steps:
step one, adopting a first drill bit to drill holes to form a first drill bit drilled hole, and putting a hole opening pipe after the first drill bit penetrates through a loose soil layer and enters a rock stratum for 4-6 m;
replacing the first drill bit with a second drill bit, drilling to the bottom plate of the goaf or the designed hole bottom elevation, and adopting a centering measure when replacing the drill bit to ensure that the drilled hole of the first drill bit is coaxial with the second drill bit, wherein the diameter of the first drill bit is larger than the diameter of the second drill bit and is plus 37 mm;
thirdly, a grouting pipe is poured, the grouting pipe enters the position 20cm to 30cm below the hole bottom of the first drill bit drilled hole, the exposed ground is 0.5m to 1m in length, a flange plate grout stopping device is installed on the grouting pipe and arranged at the hole bottom of the first drill bit drilled hole, and the flange plate grout stopping device and the hole wall of the first drill bit drilled hole are sealed through a rubber pad;
fourthly, sleeving an annular air bag with the axial length of 4-6m on the grouting pipe, inflating the air bag after the installation is finished, wherein the air pressure is 0.02-0.03MPa, and the annular air bag is used for plugging the grouting pipe and the hole wall of the drilled hole of the first drill bit;
fifthly, performing a water injection test on the grouting holes;
sixthly, performing single-hole perfusion judgment on the grouting holes;
and seventhly, grouting peripheral curtain holes, grouting the grouting holes through grouting pipes, lifting the grouting pipes while grouting until the multilayer goaf and the rock inner space are filled with grout, and removing the annular air bag and the flange plate grout stopping device after grouting is finished.
Further, in the second step, inclination measurement is carried out once every 50m of drilling, and if the inclination of the hole per hundred meters does not exceed 1 degree, drilling is continued; if the hole inclination exceeds 1 degree per hundred meters, the second drill bit is corrected.
Further, in the first step and the second step, the first drill bit and the second drill bit are drilled in a light pressure slow rotation mode.
And further, in the seventh step, the concentration of the grout is adjusted at any time along with the size of the crack in the rock body in the grouting process.
Further, the multilayer goaf drilling and grouting method further comprises the following steps:
eighthly, after the seventh step is finished for six months, selecting 3 percent of the total number of the grouting holes as detection holes, and coring in all holes in the detection holes to observe whether the slurry filling condition of the goaf meets the requirement or not;
ninth, carrying out a velocity wave test in the detection hole, wherein the measurement range is at least 1m from the top of the fracture zone to the position below the bottom plate of the goaf, and monitoring points are arranged every 1 m;
tenth step, performing grouting detection on each detection hole by adopting cement coal ash mortar with the water-solid mass ratio of 1:0.8, wherein the solid consists of cement and coal ash, and the grouting finishing standard is that the grouting finishing standard simultaneously meets the following requirements: the slurry amount injected into the hole in unit time is less than 50L/min, the grouting duration is 15-20min, and the final hole pressure is 2-3 MPa.
Further, in the seventh step, for a grouting hole with the actual grouting amount larger than the designed grouting amount, a cement-coal-ash-mortar intermittent grouting scheme with the water-solid mass ratio of 1:1.3 is adopted, wherein the solid consists of cement and coal ash, and sand is added into the hole;
if slurry bleeding around the grouting hole is caused due to poor slurry stopping of a poured orifice or crack development near the hole, the grouting pressure is controlled to be 0.5-1MPa, the flow is controlled to be within 30L/min, intermittent grouting is carried out, and if the grouting is not effective, the annular air bag is reinstalled.
Further, in the seventh step, when the gap of the underground goaf is small, the curtain hole grouting uses a water-solid mass ratio of 1: 1.1 a cement fly ash mortar wherein cement is 20wt% of the solid phase and fly ash is 80wt% of the solid phase, said cement fly ash mortar being added with an accelerator of 2% by weight of cement.
And further, the seventh step, firstly, watering, then pouring the cement-coal-powder mortar with the weight of 1.47g/cm, ensuring that the whole process of the pouring pipeline is free of air, then pouring normal slurry, and in the grouting process, when air enters the grouting pipe, treating by using an exhaust valve at an orifice.
And further, in the seventh step, grouting is carried out on the spaced hole sites, grouting is carried out in a partitioned mode, the depth is first, the depth is later, the depth is first, the lower part is later, the upper part is later, the curtain holes are first, and the holes are left at the end of the pier holes.
And further, in the seventh step, the cement consumption is adjusted according to the underground temperature state, and the parameter of the accelerator is adjusted according to the size of the hole and the development condition of the fracture of the goaf.
Has the advantages that:
1) the method disclosed by the invention has the advantages of good construction quality, high construction progress, safe construction and high reliability after implementation, meets the design requirements, and effectively achieves the purposes of reinforcing the foundation and eliminating the mining subsidence, thereby ensuring the construction progress.
2) The method of the invention adopts the one-time pore-forming, directly inserts the grouting pipe into the multilayer goaf and continuously injects the slurry from bottom to top, thereby canceling the repeated drilling process and the repeated orifice pipe pouring procedure, saving the mechanical cost, the labor cost and the material cost of drilling, secondary grouting and orifice pipe pouring, and saving the construction cost.
3) Compared with the traditional method, the construction efficiency is improved, the construction period is shortened, the grouting filling effect of the multi-layer goaf is improved, the construction quality is improved, and the problems that after the hole opening pipe is poured after drilling is completed, holes collapse and sundries fall to block the grouting holes are solved. Through later-stage drilling coring and in-hole television verification, the rock gap filling rate can reach 96%, the goaf filling rate can reach more than 95%, and the goaf caving zone filling rate can reach more than 95%, so that the overall stability of the goaf is improved, and the settlement of a goaf covering layer is reduced.
4) The annular air bag solves the problem that a grouting pipe needs to be poured for multiple times in the conventional multilayer goaf treatment.
5) The method obviously reduces the construction safety quality risk of buildings limited by geographical conditions such as captive mining empty spaces, cavities and the like under the foundation foundations of roads, railways, building construction and the like, and effectively solves the problems of construction progress, construction process, environmental protection and the like. More space is provided for the construction of ground and underground buildings in future, the construction safety of the disposal of the underground goaf of the highway is ensured, and the environment is protected.
7) The method can realize one-time continuous grouting in multi-layer goafs in severe cold areas, provides theoretical basis for future large-area application, and lays a solid foundation.
Detailed Description
The present application will be described in detail below by way of examples. The various examples are provided by way of explanation of the application and are not limiting of the application. In fact, it will be apparent to those skilled in the art that modifications and variations can be made in the present application without departing from the scope or spirit of the application. For instance, features illustrated or described as part of one embodiment, can be used with another embodiment to yield a still further embodiment. It is therefore intended that the present application cover the modifications and variations of this invention provided they come within the scope of the appended claims and their equivalents.
The embodiment of the application provides a multilayer goaf drilling and grouting method, which comprises the following steps:
in the first step, a first drill bit is used for drilling, in the embodiment, the first drill bit is a drill bit with the diameter of 127mm, the first drill bit stops drilling after penetrating through a loose soil layer and entering a rock stratum for 4-6m, the diameter of the hole formed by the first drill bit is not less than 130mm, and the first drill bit is taken out and then is put into a 130mm orifice pipe.
And step two, replacing the first drill bit with a second drill bit, and adopting a centering measure when replacing the drill bit to ensure that the drilling hole of the first drill bit is coaxial with the second drill bit. The diameter of the second drill is 89mm, and the diameter of the formed hole is not less than 91 mm. In other embodiments, the diameters of the first drill and the second drill can be adjusted according to actual needs, and the first drill diameter is required to be larger than the second drill diameter +37 mm; drilling to the bottom plate of the goaf or the elevation of the bottom of the designed hole, namely, the hole depth is not less than the designed hole depth, and the allowable error is +/-500 mm. Inclination measurement is carried out once every 50m of drilling, and if the inclination of the hole per hundred meters does not exceed 1 degree, drilling is continued; if the inclination of the hole per hundred meters exceeds 1 degree, the second drill bit is corrected, and the inclination of the whole hole forming is required to be less than 2 percent.
The first step and the second step, before drilling, a technician checks and checks the pile position, adjusts a drill rod to ensure that the drill rod is straight, ensures that the vertical shaft of the drilling machine and the axial lead of a hole site are consistent, ensures that the center of a drill bit of the drilling machine naturally droops to align with the pile position, and uses a horizontal ruler or a geological compass to correct to ensure the verticality, wherein the alignment deviation is required to be less than or equal to 5 cm. The drill is held steady during drilling so that it does not move or tilt during the drilling process.
The drilling machine is divided into a rotary drilling machine and an impact drilling machine, and the drilling machine is reasonably selected according to the geological and topographic conditions of a goaf covering layer: the rotary drilling machine occupies a small area, is convenient and flexible to move, and is selected in narrow areas of mountainous regions, high slope sections and construction sites, but has a large demand on water sources. The impact drilling machine can be used in the water source shortage area, the impact drilling machine is high in speed and low in requirement on the field, but the air compressor is needed to be matched, the requirement on the road and the field is high, and the impact drilling machine is used on a gentle slope and flat ground. In the embodiment, an F400 type impact drill is used for forming holes.
The drilling of first drill bit and second drill bit adopts the light pressure mode of turning slowly, makes the construction record among the drilling process: and (4) clearly recording geological mutation positions (coal beds, mining areas, caving zones and fractured zones).
Thirdly, a grouting pipe is poured, the grouting pipe enters the position 20cm to 30cm below the hole bottom of the first drill bit drilled hole, the exposed ground is 0.5m to 1m in length, a flange plate grout stopping device is installed on the grouting pipe and arranged at the hole bottom of the first drill bit drilled hole, and the flange plate grout stopping device and the hole wall of the first drill bit drilled hole are sealed through a rubber pad;
fourthly, sleeving an annular air bag with the axial length of 4-6m on the grouting pipe, and inflating the air bag after the installation, wherein the air pressure is 0.02-0.03MPa, and the annular air bag can realize the plugging between the grouting pipe and the hole wall of the drilled hole of the first drill bit;
fifthly, performing a water injection test on the grouting holes;
sixthly, performing single-hole perfusion judgment on the grouting holes;
and seventhly, grouting peripheral curtain holes, judging the sizes of cavities and pores of the goaf in the hole according to the phenomena of core crushing degree, loss of circulation liquid in the hole, drill falling, drill jamming and the like in the drilling process of the curtain holes so as to select the concentration of grouting liquid (namely cement-coal-ash-slurry), and performing single-hole grouting design on the curtain holes (comprising materials, mixing ratio, grouting process, grouting amount and the like): when the gap of the underground goaf is small, the water-solid mass ratio is 1: 1.1 the cement-flyash mortar, wherein the cement accounts for 20wt% of the solid phase, the flyash accounts for 80wt% of the solid phase, and the cement-flyash mortar is added with an accelerating agent accounting for 2% of the weight of the cement. When the gap of the underground goaf is large, the cement fly ash mortar is used for pouring, the mortar fluidity is controlled to be 23-25cm, and the mortar strength grade is greater than 2 MPa. When the curtain hole is grouted, the low-pressure thick slurry is grouted by a method of small pump amount and more intermittence, the grouting amount is controlled by the process, the slurry is prevented from excessively losing to non-grouted positions or sections, and the optimal grouting effect is achieved.
Grouting the grouting holes through the grouting pipes, detecting hole depth, specific gravity, fluidity, mixing ratio and the like of grout before grouting the grouting holes, judging the height and the state of a goaf, a subsidence area, a caving zone, a fracture zone and a coal bed according to engineering geological information (phenomena of core crushing degree, circulating liquid leakage amount or air leakage vector, drill dropping and the like) provided in the process of forming the holes by the grouting holes, carrying out single-hole grouting design (comprising grout mixing ratio, grouting amount and the like), and determining the grouting hole positions and the grouting paths in the order. The cement consumption is adjusted according to the underground temperature state, the parameters of the accelerator are adjusted according to the size of the hole and the development condition of the fracture of the goaf, the solidification time of underground slurry is estimated, the calculus rate and the calculus strength are guaranteed to meet the design requirements, and a foundation is laid for quality control.
For the grouting holes with actual grouting amount larger than the designed grouting amount, a cement-coal-ash mortar intermittent grouting scheme with the water-solid mass ratio of 1:1.3 is adopted, the solid consists of cement and coal ash, and sand is added into the holes. The construction scheme of finishing the primary grouting by adopting the cement fly ash slurry comprises the following steps: and (3) irrigating water and cleaning holes, wherein the liquid volume is 3 times of the aperture volume during hole cleaning, and the step is not only a water injection test, but also can be used for hole cleaning. And then grouting slurry (cement fly ash slurry with the weight of 1.47 g/cm) to ensure that the whole process of the pipeline is free of air, and then injecting normal slurry, wherein in the grouting process, when air enters the grouting pipe, the slurry is treated by using an exhaust valve at the orifice. During the grouting process, the concentration of the slurry is adjusted at any time according to the size of pores in the rock, the mining space and the caving condition by externally adding an accelerator or by adopting a sand filling process. And (3) during grouting, lifting the grouting pipe while grouting until the multilayer goaf and the rock inner space are filled with slurry, and removing the annular air bag and the flange plate grout stopping device after grouting is finished. Due to the existence of bottom layer cracks and gaps, a hole string phenomenon can occur in the grouting process, namely grouting from the hole A and grouting from the hole B, and the hole string phenomenon can cause the reduction of the filling rate of the goaf grouting. The mode can reduce the curtain diffusion amount and the grouting amount of the grouting holes, and the efficiency is saved while the quality is ensured.
If the slurry bleeding phenomenon around the grouting hole is caused by the poor slurry stopping of the annular air bag or the development of cracks (seams) near the grouting hole, a low-pressure small-flow intermittent perfusion mode (the pressure is controlled to be 0.5-1MPa, and the flow range is controlled to be 30L/min) is adopted, and if the slurry bleeding phenomenon does not work, the annular air bag is reinstalled. When the cracks in the holes are well developed or when a mined-out area exists, adjusting the grouting concentration and intermittently grouting, wherein the grouting is performed by adopting BW-250/50 and BW-450/50 grouting pumps.
In order to effectively control the setting time of the slurry, the accelerating agent and other additives are firstly added into the fly ash slurry stirring tank of the primary stirring tank so as to overcome the out-of-control phenomenon that the slurry is set in advance after being added into the mixing tank. Considering that the matching ratio of curtain hole grouting slurry to pier hole grouting slurry is different, two secondary stirring tanks are built in the grouting station, slurry making is guaranteed while slurry with different ratios, and construction progress is accelerated.
Eighthly, after the seventh step is finished for six months, selecting 3 percent of the total number of the grouting holes as detection holes, and coring in all holes in the detection holes to observe whether the slurry filling condition of the goaf meets the requirement or not;
and ninthly, carrying out velocity wave test in the detection holes, wherein the measurement range is from the top of the fractured zone to 1m below the bottom plate of the goaf, monitoring points are arranged at intervals of one meter, and comprehensive comparison and analysis are carried out on various information in the detection holes before and after grouting, so that the filling rate of the grout to the goaf and the fractured zone and the calculus rate of the grouting grout can be detected. The slurry filling condition of the goaf is directly observed through whole-hole coring, the unconfined compressive strength of the grouting concretion body is determined through experiments, and the grouting quality is comprehensively evaluated by combining the leakage condition of circulating liquid, the observation result of hydrostatic level, the stability of the hole wall and other conditions in the drilling process.
Tenth step, performing grouting detection on each detection hole by adopting cement coal ash mortar with the water-solid mass ratio of 1:0.8, wherein the solid consists of cement and coal ash, and the grouting finishing standard is that the grouting finishing standard simultaneously meets the following requirements: the slurry amount injected into the hole in unit time is less than 50L/min, the grouting duration is 15-20min, and the final hole pressure is 2-3 MPa.
The eighth step, the ninth step and the tenth step belong to quality inspection, and the detection position is specifically determined by a supervision engineering site according to actual grouting construction. After the construction is finished, the original deformation observation point is utilized to carry out deformation observation, and an inclination value, a horizontal deformation value and a curvature value are calculated according to an observation result, so that the grouting quality is judged, and the concrete requirements are as follows: grouting in a single hole is less than 5% of the designed average amount, unconfined compressive strength, shear wave number, inclination value and horizontal deformation value detection meet requirements, and after the goaf below a building or a structure is treated, the goaf can effectively bear upper load during highway operation, deformation exceeding the highway engineering allowance is not generated, and the safe operation of the highway is ensured.
The grouting method is also suitable for backfill reinforcement construction of a multilayer coal mine goaf with a deeper buried layer, an underground roadway and an underground cavern.
The above description is only a preferred embodiment of the present application and is not intended to limit the present application, and various modifications and changes may be made by those skilled in the art. Any modification, equivalent replacement, improvement and the like made within the spirit and principle of the present application shall be included in the protection scope of the present application.
Claims (10)
1. The multilayer goaf drilling and grouting method is characterized by comprising the following steps:
step one, adopting a first drill bit to drill holes to form a first drill bit drilled hole, and putting a hole opening pipe after the first drill bit penetrates through a loose soil layer and enters a rock stratum for 4-6 m;
replacing the first drill bit with a second drill bit, drilling to the bottom plate of the goaf or the designed hole bottom elevation, and adopting a centering measure when replacing the drill bit to ensure that the drilled hole of the first drill bit is coaxial with the second drill bit, wherein the diameter of the first drill bit is larger than the diameter of the second drill bit and is plus 37 mm;
thirdly, a grouting pipe is poured, the grouting pipe enters the position 20cm to 30cm below the hole bottom of the first drill bit drilled hole, the exposed ground is 0.5m to 1m in length, a flange plate grout stopping device is installed on the grouting pipe and arranged at the hole bottom of the first drill bit drilled hole, and the flange plate grout stopping device and the hole wall of the first drill bit drilled hole are sealed through a rubber pad;
fourthly, sleeving an annular air bag with the axial length of 4-6m on the grouting pipe, inflating the air bag after the installation is finished, wherein the air pressure is 0.02-0.03MPa, and the annular air bag is used for plugging the grouting pipe and the hole wall of the drilled hole of the first drill bit;
fifthly, performing a water injection test on the grouting holes;
sixthly, performing single-hole perfusion judgment on the grouting holes;
and seventhly, grouting peripheral curtain holes, grouting the grouting holes through grouting pipes, lifting the grouting pipes while grouting until the multilayer goaf and the rock inner space are filled with grout, and removing the annular air bag and the flange plate grout stopping device after grouting is finished.
2. The method for drilling and grouting of the multi-layer goaf according to the claim 1, wherein in the second step, inclination measurement is performed once per 50m of drilling, and if the inclination does not exceed 1 ° per hundred meters of hole, the drilling is continued; if the hole inclination exceeds 1 degree per hundred meters, the second drill bit is corrected.
3. The method for drilling and grouting of a multi-layer goaf according to claim 1, wherein in the first and second steps, the first and second drill bits are drilled in a light-pressure slow-rotation mode.
4. The method for drilling and grouting of the multilayer goaf according to the claim 1, wherein in the seventh step, the concentration of the grout is adjusted at any time along with the size of the crack in the rock body during grouting.
5. The method of multi-level goaf drilling grouting according to claim 1, further comprising:
eighthly, after the seventh step is finished for six months, selecting 3 percent of the total number of the grouting holes as detection holes, and coring in all holes in the detection holes to observe whether the slurry filling condition of the goaf meets the requirement or not;
ninth, carrying out a velocity wave test in the detection hole, wherein the measurement range is at least 1m from the top of the fracture zone to the position below the bottom plate of the goaf, and monitoring points are arranged every 1 m;
tenth step, performing grouting detection on each detection hole by adopting cement coal ash mortar with the water-solid mass ratio of 1:0.8, wherein the solid consists of cement and coal ash, and the grouting finishing standard is that the grouting finishing standard simultaneously meets the following requirements: the slurry amount injected into the hole in unit time is less than 50L/min, the grouting duration is 15-20min, and the final hole pressure is 2-3 MPa.
6. The method for drilling and grouting of the multilayer goaf according to the claim 1, wherein in the seventh step, for the grouting holes with the actual grouting amount larger than the designed grouting amount, a cement-coal-powder-mortar intermittent grouting scheme with a water-solid mass ratio of 1:1.3 is adopted, the solid consists of cement and fly ash, and sand is put into the holes;
if slurry bleeding around the grouting hole is caused due to poor slurry stopping of a poured orifice or crack development near the hole, the grouting pressure is controlled to be 0.5-1MPa, the flow is controlled to be within 30L/min, intermittent grouting is carried out, and if the grouting is not effective, the annular air bag is reinstalled.
7. The method for drilling and grouting of a multi-layer goaf according to claim 1, wherein in the seventh step, when the underground goaf space is small, curtain hole grouting is performed by using a water-solid mass ratio of 1: 1.1 a cement fly ash mortar wherein cement is 20wt% of the solid phase and fly ash is 80wt% of the solid phase, said cement fly ash mortar being added with an accelerator of 2% by weight of cement.
8. The method for drilling and grouting in the multilayer goaf according to claim 1, wherein in the seventh step, water is poured firstly, then cement-coal-powder mortar is poured in the amount of 1.47g/cm for planting, normal slurry is poured after the whole process of pouring pipeline is free of air, and during grouting, when air enters into a grouting pipe, the grouting pipe is treated by an exhaust valve at an orifice.
9. The method for drilling and grouting of a multi-layer goaf according to claim 1, wherein in the seventh step, grouting at spaced holes, grouting in zones, deep first and shallow first and lower first and upper second, curtain holes first and pier holes last remaining holes.
10. The method for drilling and grouting of the multilayer goaf according to claim 7, wherein in the seventh step, the cement dosage is adjusted according to the underground temperature state, and the parameter of the accelerator is adjusted according to the size of the goaf hole and the development condition of the fracture.
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN113699993A (en) * | 2021-09-08 | 2021-11-26 | 湖北索林建设工程有限公司 | Grouting method for existing roadbed steel floral tube |
Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| EP0546128A1 (en) * | 1991-07-02 | 1993-06-16 | Gd Anker Gmbh & Co Kg | Injection pipe and process for setting a rock anchor. |
| CN103628912A (en) * | 2013-11-04 | 2014-03-12 | 葛洲坝集团基础工程有限公司 | Goaf management filling grouting construction method |
| CN209040800U (en) * | 2018-07-23 | 2019-06-28 | 中交通力建设股份有限公司 | A kind of improved air bag stop grouting plug |
-
2021
- 2021-05-10 CN CN202110507836.0A patent/CN112982374A/en active Pending
Patent Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| EP0546128A1 (en) * | 1991-07-02 | 1993-06-16 | Gd Anker Gmbh & Co Kg | Injection pipe and process for setting a rock anchor. |
| CN103628912A (en) * | 2013-11-04 | 2014-03-12 | 葛洲坝集团基础工程有限公司 | Goaf management filling grouting construction method |
| CN209040800U (en) * | 2018-07-23 | 2019-06-28 | 中交通力建设股份有限公司 | A kind of improved air bag stop grouting plug |
Non-Patent Citations (3)
| Title |
|---|
| HTTPS://WENKU.BAIDU.COM/VIEW/907B9AFD9B8FCC22BCD126FFF705CC17552: "采空区注浆方法", 《百度文库》 * |
| HTTPS://WENKU.BAIDU.COM/VIEW/FC29C8E85EF7BA0D4A733BC4.HTML: "采空区钻孔注浆施工工法", 《百度文库》 * |
| 北京矿业学院: "《煤田地质野外工作手册》", 31 December 1963 * |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113699993A (en) * | 2021-09-08 | 2021-11-26 | 湖北索林建设工程有限公司 | Grouting method for existing roadbed steel floral tube |
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