CN117780354B - Method for reinforcing bottom of shaft of coal mine vertical shaft to be built by thick loose layer thin bedrock by sparse-filling - Google Patents
Method for reinforcing bottom of shaft of coal mine vertical shaft to be built by thick loose layer thin bedrock by sparse-filling Download PDFInfo
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- 230000002209 hydrophobic effect Effects 0.000 claims abstract description 131
- 238000005065 mining Methods 0.000 claims abstract description 26
- 238000007596 consolidation process Methods 0.000 claims abstract description 24
- 238000005553 drilling Methods 0.000 claims abstract description 19
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Abstract
The invention provides a method for reinforcing a thick loose layer thin bedrock to be built at the bottom of a shaft of a coal mine shaft by sparse-filling, which comprises the following steps: step S1, planning and designing a vertical shaft and a first mining area; step S2, on-site drilling coring: drilling a coring hole for coring to obtain stratum parameters; step S3, arranging hydrophobic holes; s4, arranging hydrologic observation holes; s5, arranging earth surface measuring points; s6, bottom containing hydrophobic; step S7, post-treatment of the hydrophobic hole; and S8, constructing a vertical shaft. The method can avoid damage to the vertical shaft of the coal mine caused by the vertical additional force generated by hydrophobic consolidation of the thick loose bed bottom. Starting from the hydrophobic consolidation characteristic of the bottom of the thick loose layer, the drainage and grouting (drainage-grouting) combined reinforcement technology is adopted before the vertical shaft of the coal mine is built, so that the problem of the hydrophobic consolidation of the bottom in the later period is solved radically, and the stability of the stratum around the vertical shaft and the safety of the shaft are ensured.
Description
Technical Field
The invention belongs to the field of coal resource exploitation and mine construction, and particularly relates to a sparse-filling reinforcement method for a shaft bottom of a coal mine to be built by thick loose layer thin bedrock.
Background
Once the vertical shaft of the coal mine is damaged, the production safety of the coal mine is seriously threatened, and great economic loss is caused. At present, the stratum traversed by the coal mine deep vertical shaft which is broken mostly has the characteristics of loose stratum, deep bedrock and thin stratum, and the water-containing soil layer (anchor stone layers, hereinafter referred to as "bottom-containing") at the bottom of the thick loose stratum is mostly directly covered on the coal measure stratum (Bao Jiyan), the bottom-containing water is caused by coal mine production, secondary consolidation settlement is caused to the soil layer around the shaft, vertical additional force acting on the shaft is generated, and the vertical additional force causes vertical compression breakage to the coal mine vertical shaft.
In order to avoid vertical additional force generated by hydrophobic consolidation at the bottom of a thick loose layer to cause vertical shaft damage, two treatment methods of 'open-cut pressure relief groove + wall post grouting' and 'ground grouting to strengthen stratum around the shaft' based on a 'vertical yielding transverse reactance' design principle are provided according to a shaft damage mechanism, and expected good effects are obtained. However, the existing technology for repairing and preventing the damage of the shaft is a repair and reinforcement measure for the well wall design in the well construction period and the damage of the shaft, and the engineering geological disaster risk of hydrophobic consolidation of the thick loose layer bottom always exists in the construction and operation period of the shaft of the coal mine, so that the safety of the shaft of the coal mine is difficult to ensure.
Disclosure of Invention
The invention aims to provide a method for reinforcing a thick loose layer thin bedrock to be built at the bottom of a coal mine shaft, which can avoid breakage of the coal mine shaft caused by vertical additional force generated by hydrophobic consolidation of the thick loose layer bottom. Starting from the hydrophobic consolidation characteristic of the bottom of the thick loose layer, the drainage and grouting (drainage-grouting) combined reinforcement technology is adopted before the vertical shaft of the coal mine is built, so that the problem of the hydrophobic consolidation of the bottom in the later period is solved radically, and the stability of the stratum around the vertical shaft and the safety of the shaft are ensured.
In order to achieve the above object, the present invention provides the following technical solutions:
A method for reinforcing a thick loose layer and thin bedrock to be built on the bottom of a shaft of a coal mine shaft by sparse-injection comprises the following steps:
Step S1, planning and designing a vertical shaft and a first mining area: according to mining area mining planning, selecting surface coordinates O (0, 0) of the shaft center position of the vertical shaft, designing corner points abcd of a first mining working surface arrangement area of a first mining area, establishing a plane coordinate system 0xy, and determining design parameters of the vertical shaft, wherein the design parameters comprise an inner diameter R 1, an outer diameter R 2, a thickness M, a depth H and a construction method of the vertical shaft; the construction method comprises a drilling method and a freezing method;
Step S2, on-site drilling coring: in a region taking the surface coordinates O (0, 0) of the shaft center position of the vertical shaft as the center and R as the radius, core holes are drilled for coring to obtain stratum parameters, wherein the stratum parameters comprise thick loose layer thickness H 1, thin bedrock thickness H 2 and bottom containing thickness M 1;
Step S3, hydrophobic hole arrangement: arranging a hydrophobic hole by taking the surface coordinates O (0, 0) of the shaft center position of the vertical shaft as the center;
step S4, hydrologic observation hole arrangement: drilling hydrologic observation holes at the outer side of the outer-most ring hydrophobic hole and the earth surface coordinates O (0, 0) of the shaft center position of the vertical shaft;
Step S5, arranging surface measuring points: a plurality of observation lines are arranged in a divergent mode along the surface coordinates O (0, 0) of the shaft center position of the vertical shaft, and surface measuring points are arranged on the observation lines;
S6, bottom containing hydrophobic;
step S7, post-treatment of the hydrophobic hole: the outer ring hydrophobic hole is filled with fine cement paste, and the inner ring hydrophobic Kong Liu is used as a hydrological observation hole;
and S8, constructing a vertical shaft.
Further, in the method for reinforcing the bottom of the shaft of the coal mine to be built by the thick loose layer thin bedrock by sparse-filling, in the step S1, the method for determining the plane coordinate system 0xy is as follows: selecting an axial center earth surface point of a vertical shaft as a coordinate origin O (0, 0), directing the coordinate origin O (0, 0) to a central earth surface point A of a mining area first-mining working surface as an x-axis forward direction, and taking a straight line which passes through the coordinate origin O (0, 0), is vertical to the x-axis and accords with the right-hand rule as a y-axis forward direction, wherein in the step S2, the coring hole penetrates through a thick loose layer and a thin bedrock, and core samples are obtained through a coring hole drill, so that the thickness H 1 of the thick loose layer, the thickness H 2 of the thin bedrock and the thickness M 1 of the bottom contained are obtained; the core sample is prepared into a bottom-containing sample, wherein the length of the core sample is more than 10cm and the diameter of the core sample is more than 50 mm.
Further, in the above method for reinforcing the bottom of the shaft of the coal mine shaft to be built with the thick loose bed and the thin bedrock, in step S2, the bottom permeability coefficient k 1 is measured by performing a pressurized water test or a pumped water test on the bottom layer of the coring hole, the compression index C c1 is measured by performing an indoor test on the bottom sample, and the steps of the indoor test include:
Step S21, adopting an advanced consolidation apparatus;
Step S22, after sample loading, applying an initial pore water pressure p w and an axial force p a,pa=2*pw = (20 x h) kPa to the prepared bottom sample, wherein h is the average bottom depth, m;
and S23, maintaining the axial force p a unchanged, reducing the pore water pressure p w to zero, recording the compression deformation of the bottom-containing sample in the hydrophobic process, and calculating the compression index C c1.
In the method for reinforcing the bottom of the shaft of the coal mine to be built by the thick loose layer and the thin bedrock, in the step S3, the hydrophobic holes are formed by N circles, N=2-5, the hydrophobic holes of the circle A, the hydrophobic holes of the circle B, the hydrophobic holes of the circle C, the hydrophobic holes of the circle D and the hydrophobic holes of the circle E are formed in sequence from inside to outside, the circle diameter of the hydrophobic holes of the circle 2-5 is 30 m-100 m, each circle comprises 8-16 hydrophobic holes, the distance between two adjacent circles of hydrophobic holes is 20 m-40 m, and the adjacent two circles of hydrophobic holes are staggered; the aperture of the hydrophobic hole is 5 cm-15 cm.
Further, in the method for reinforcing the bottom of the shaft of the coal mine shaft to be built by the thick loose layer thin bedrock, in the step S4, three circles of hydrologic observation holes are arranged outside the hydrophobic hole of the outermost ring, and the three circles of hydrologic observation holes are respectively 50m, 100m and 200m away from the hydrophobic hole of the outermost ring; the diameter of the hydrologic observation holes is 5 cm-8 cm, each circle of hydrologic observation holes comprises 4 hydrologic observation holes, and the 4 hydrologic observation holes are arranged in an orthogonal mode; the adjacent two circles of hydrological observation holes are staggered; the midpoint of the connecting line between adjacent holes of the hydrologic observation holes at the innermost ring is also provided with the hydrologic observation holes.
Further, in the method for reinforcing the bottom of the shaft of the coal mine to be built by the thick loose layer thin bedrock, in the step S5, observation lines are arranged in the positive direction and the negative direction of the x axis and the y axis of the plane coordinate system 0xy, and earth surface measuring points are arranged on the observation lines; the distance between adjacent earth surface measuring points on the same observation line is 10-50 m, and the number of the earth surface measuring points can be properly increased near the axis of the mine; the earth surface measuring points on the same observation line are arranged in a bidirectional thinning mode in the positive direction and the negative direction of the coordinate axis of the earth surface measuring point self-supporting shaft axis position O (0, 0), the earth surface measuring point distance at the earth surface coordinate O (0, 0) near the shaft axis position is 10m, and the earth surface measuring point distance at the outermost side is 50m; the linear distance between the earth surface measuring point farthest from the earth surface coordinate O (0, 0) of the shaft center position of the vertical shaft and the circle where the outer-ring hydrologic observation hole is located is larger than 200m.
Further, in the method for reinforcing the bottom of the shaft of the coal mine to be built by the thick loose layer and the thin bedrock, in the step S6, bottom-contained water is drained from the bottom-contained water of the thick loose layer in a water pumping mode through the water drain holes, the water drain holes of the same circle are drained simultaneously, the water drain holes of different circles adopt jumping water drain, and the jumping water drain means that the adjacent water drain holes of the water drain holes of different circles are not drained simultaneously; standing for 24 hours after the drainage of all the drainage holes is finished, then carrying out a water pumping test at the surface coordinates O (0, 0) of the shaft center position of the vertical shaft, and calculating the stratum permeability coefficient k 2 according to a formula 1:
Equation 1
In formula 1, Q is O (0, 0) water extraction; r 1、r2 is the distance between two hydrologic observation holes coplanar with the O (0, 0) water pumping point and the axis of the O (0, 0) water pumping point; h 1、h2 is the water level of the two hydrological observation holes;
The thick loose layer bottom contains an aqueous layer with a thickness of more than 50m, and the aqueous layer with a thickness of more than 50m is also subjected to hydrophobic property.
Further, in the method for reinforcing the bottom of the shaft of the coal mine to be built by the thick loose layer and the thin bedrock by sparse-filling, after the step S6 is finished, 2-4 holes are drilled for coring, the bottom-contained thickness M2 after the drainage is obtained, the compression coefficient C c2 is measured through an indoor test, and the bottom-contained compression deformation delta M is obtained through calculation:
Δm=m1-M2 equation 2
When C c2 is less than 0.2, the bottom containing water is subjected to hydrophobic consolidation and belongs to low-pressure compaction soil; when 0.2< C c2 <0.4, the bottom containing is of medium-pressure soil; when C c2 is more than or equal to 0.4, the bottom is high-pressure soil;
When the compression index C c2 of the bottom is less than 0.2 and the permeability coefficient k 2 is less than 10 -6 cm/s, the bottom is subjected to hydrophobic finish, and when the permeability coefficient k 2 is more than 10 -6 cm/s or 0.2 is less than or equal to C c2, the next round of hydrophobic finish is required until the hydrophobic finish standard is reached.
Further, in the method for reinforcing the bottom of the shaft of the coal mine to be built by the thick loose layer and the thin bedrock, in the step S7, fine cement paste is injected into the outer ring hydrophobic hole in a low-pressure mode, and water is pumped from the inner ring hydrophobic hole to the shaft of the Kong Liuzuo coal mine and the hydrological observation hole in the subsequent production operation period of the industrial square at the position O (0, 0) of the shaft center position of the shaft of the inner ring hydrophobic hole and the shaft center when the outer ring hydrophobic hole is injected; after grouting of the outer ring hydrophobic hole is completed for 1 week, a water pumping test is carried out at the earth surface coordinate O (0, 0) of the shaft center position of the vertical shaft, the permeability coefficient k 3 is calculated by adopting a formula 1, meanwhile, 2 holes are drilled at the outer side 1-2 m of the outer ring hydrophobic hole for coring, the compression coefficient C c3 is measured through an indoor test, and the k 3 is ensured to be smaller than 10 -6 cm/s and C c3 is ensured to be smaller than 0.2.
Further, in the method for reinforcing the bottom of the shaft of the coal mine to be built by the thick loose layer thin bedrock by sparse-injection, the method for reinforcing the bottom of the shaft of the coal mine to be built by sparse-injection is applicable to the stratum of the thick loose layer thin bedrock and the conventional geological conditions, and when the shaft of the coal mine is constructed by adopting a freezing method, the hydrophobic hole is continuously used as a freezing hole, a freezing pressure relief hole and a hydrological observation hole according to the design requirement of the freezing method; when the coal mine vertical shaft is constructed by adopting a drilling method, the drainage hole is continuously used as a hydrological observation hole according to the design requirement of the drilling method.
According to analysis, the method for reinforcing the bottom of the coal mine shaft to be built by the thick loose layer and thin bedrock provided by the invention is characterized in that the drainage and grouting combined reinforcement technology is adopted before the coal mine shaft is built, so that the problem of the later drainage and consolidation of the bottom is solved radically, and the stability of stratum around the shaft and the safety of the shaft are ensured. On one hand, the bottom-contained hydrophobic sedimentation caused by the drainage of the subsequent shaft can be avoided (the bottom-contained hydrophobic sedimentation can generate vertical additional force acting on the shaft); on the other hand, the permeability coefficient of the bottom water-bearing layer (hydrophobic water-bearing layer) near the vertical shaft of the coal mine can be reduced, and the influence of the hydrophobic water-bearing layer at the bottom of the thick loose layer above the mining area on the industrial square and the mine caused by the coal mining effect under the thin bedrock of the thick loose layer is prevented.
The invention fills the gap that no prevention and treatment technology for preventing the vertical shaft of the coal mine from being damaged due to the vertical additional force generated by the hydrophobic consolidation of the thick loose bed bottom is available at present, and provides a foundation for subsequently developing prevention and treatment of the subsidence area of the coal mine and ensuring the operation safety of the vertical shaft of the coal mine.
Drawings
The accompanying drawings, which are included to provide a further understanding of the application and are incorporated in and constitute a part of this specification, illustrate embodiments of the application and together with the description serve to explain the application. Wherein:
FIG. 1 is a flow chart of an embodiment of the present invention.
FIG. 2 is a schematic diagram of a planar coordinate system 0xy according to an embodiment of the present invention.
FIG. 3 is a schematic diagram of a hydrophobic hole and hydrological observation hole arrangement according to an embodiment of the present invention.
FIG. 4 is a schematic view of the bottom surface of the substrate according to an embodiment of the present invention.
Detailed Description
The invention will be described in detail below with reference to the drawings in connection with embodiments. The examples are provided by way of explanation of the invention and not limitation of the invention. Indeed, it will be apparent to those skilled in the art that modifications and variations can be made in the present invention without departing from the scope or spirit of the invention. For example, features illustrated or described as part of one embodiment can be used on another embodiment to yield still a further embodiment. Accordingly, it is intended that the present invention encompass such modifications and variations as fall within the scope of the appended claims and their equivalents.
As shown in fig. 1 to 4, according to an embodiment of the present invention, there is provided a method for reinforcing a bottom-containing space-injection of a shaft of a coal mine to be constructed with a thick loose layer and a thin bedrock, the method comprising the steps of:
step S1, planning and designing a vertical shaft and a first mining area:
Selecting the surface coordinates O (0, 0) of the shaft center position of the vertical shaft according to mining area mining planning, designing the corner abcd of the first mining working surface arrangement area of the first mining area, establishing a plane coordinate system 0xy,
Determining design parameters of the vertical shaft, wherein the design parameters comprise an inner diameter R 1, an outer diameter R 2, a thickness M, a depth H and a construction method of the vertical shaft;
the construction method of the vertical shaft comprises a drilling method and a freezing method.
In the step S1, the method for determining the plane coordinate system 0xy is as follows:
The axis surface point of the vertical shaft is selected as a coordinate origin O (0, 0), the center surface point A of the first mining working surface of the mining area pointed by the coordinate origin O (0, 0) is selected as an x-axis forward direction, and a straight line which passes through the coordinate origin O (0, 0) and is vertical to the x-axis and the forward direction accords with the right-hand rule is selected as a y-axis forward direction, as shown in fig. 2.
Step S2, on-site drilling coring:
In a region taking the surface coordinates O (0, 0) of the shaft center position of the vertical shaft as the center and R as the radius, core holes are drilled for coring to obtain stratum parameters, wherein the stratum parameters comprise thick loose layer thickness H 1, thin bedrock thickness H 2 and bottom containing thickness M 1; the value of R is 10-30 m, R is the slurry diffusion radius of subsequent stratum grouting, and the region with the radius of R is the slurry influence region.
In the step S2, the coring hole penetrates through the thick loose layer and the thin bedrock, and core samples are obtained through a coring hole drill, so that the thickness H 1 of the thick loose layer, the thickness H 2 of the thin bedrock and the thickness M 1 of the bottom are obtained; the core sample is prepared into a bottom-containing sample, wherein the length of the core sample is more than 10cm and the diameter of the core sample is more than 50 mm.
In the step S2, the permeability k 1 of the bottom layer is measured by a water pressure test or a water pumping test on the bottom layer of the coring hole, the compression index C c1 is measured by an indoor test on the bottom sample, and the specific water pressure test or water pumping test method can be referred to "water and electricity hydraulic engineering drilling water pressure test procedure" (DLT 5331-2005) or "drilling water pressure test procedure" (DZ-T0132-1994).
The bottom is a high-pressure water-bearing stratum, the hydrophobic process of the bottom essentially belongs to self high-water-pressure hydrophobic water with unchanged total overlying stress, and the deformation mechanism of the bottom is different from that of a conventional consolidation compression test, so that the compression index of the bottom hydrophobic effect generation process is measured by adopting a bottom sample obtained by on-site drilling through an indoor constant-load side-limit hydrophobic consolidation test.
The indoor test method comprises the following steps:
Step S21, adopting an advanced consolidation apparatus;
Step S22, after sample loading, applying an initial pore water pressure p w and an axial force p a,pa=2*pw = (20 x h) kPa to the prepared bottom sample, wherein h is the average bottom depth, m;
and S23, maintaining the axial force p a unchanged, reducing the pore water pressure p w to zero, recording the compression deformation of the bottom-containing sample in the hydrophobic process, and calculating the compression index C c1 according to geotechnical test method standard.
Step S3, hydrophobic hole arrangement:
As shown in fig. 3, a hydrophobic hole is arranged with the earth surface coordinate O (0, 0) of the axial center position of the vertical shaft as the center; in the step S3, the number of the hydrophobic holes is N, the number of the hydrophobic holes with the number of N=2-5, the circle diameter of the hydrophobic holes with the number of 2-5 is 30-100 m, each circle comprises 8-16 hydrophobic holes, the distance between two adjacent circles of hydrophobic holes is 20-40 m, and the adjacent circles of hydrophobic holes are staggered; the aperture of the hydrophobic hole is 5 cm-15 cm.
Step S4, hydrologic observation hole arrangement:
As shown in fig. 3, a hydrological observation hole is drilled at the outer side of the outer-most ring hydrophobic hole and the earth surface coordinate O (0, 0) of the shaft center position of the vertical shaft; in the step S4, three circles of hydrological observation holes are arranged outside the hydrophobic hole of the outermost ring, and the three circles of hydrological observation holes are respectively 50m, 100m and 200m away from the hydrophobic hole of the outermost ring; the diameter of the hydrologic observation holes is 5 cm-8 cm, each circle of hydrologic observation holes comprises 4 hydrologic observation holes, and the 4 hydrologic observation holes are arranged in an orthogonal mode; the adjacent two circles of hydrological observation holes are staggered; the midpoint of the connecting line between adjacent holes of the hydrologic observation holes at the innermost ring is also provided with the hydrologic observation holes.
The hydrographic observation hole is mainly used for observing the change of the groundwater level when the hydrophobic hole is hydrophobic, can be matched with the hydrophobic hole to measure hydrogeological parameters and draw an isopipe map, and can also be used for measuring the flow rate of the groundwater by a method of inputting an indicator. The hydrologic observation holes in the underground water dynamic hydrologic observation net are used for long-term water level, water temperature and other observations and also used for water quality monitoring. Meanwhile, the long-term hydrologic observation hole can be used for knowing hydraulic connection between aquifers or between the aquifers and surface water, water blocking performance of fracture zones, effects of certain hydrogeological measures and the like. The diameter of the hydrologic observation hole (preferably 5-8 cm) is generally smaller than the diameter of the drain hole.
Step S5, arranging surface measuring points:
And (3) arranging a plurality of observation lines in a divergent mode along the surface coordinates O (0, 0) of the shaft center position of the vertical shaft, and arranging surface measurement points on the observation lines.
In the step S5, observation lines are arranged in the positive direction and the negative direction of the x axis and the y axis of the plane coordinate system 0xy, and earth surface measurement points are arranged on the observation lines; the earth surface measuring points are used for monitoring the subsidence and horizontal movement of the earth surface, and the earth surface subsidence and horizontal movement data can provide basis for follow-up shaft movement deformation, industrial square movement deformation early warning and risk prevention and control.
The distance between adjacent earth surface measuring points on the same observation line is 10-50 m, and the number of the earth surface measuring points can be properly increased near the axis of the mine;
The earth surface measuring points on the same observation line are arranged in a bidirectional thinning mode in the positive direction and the negative direction of the coordinate axis of the earth surface measuring point self-supporting shaft axis position O (0, 0), the earth surface measuring point distance at the earth surface coordinate O (0, 0) near the shaft axis position is 10m, and the earth surface measuring point distance at the outermost side is 50m;
The two-way dredging is to take the vertical shaft as the center, cross the same observation line (such as an x-axis observation line or a y-axis observation line) of the vertical shaft, the distance between the earth surface measurement points at the earth surface coordinates O (0, 0) near the axis of the vertical shaft is smaller (10 m), and the distance between the earth surface measurement points far away from the vertical shaft is increased (namely, the density of the measurement points becomes dredging, such as 50 m).
The linear distance between the earth surface measuring point farthest from the earth surface coordinate O (0, 0) of the shaft center position of the vertical shaft and the circle where the outer-ring hydrologic observation hole is located is larger than 200m.
S6, bottom containing hydrophobic;
As shown in fig. 4, in the step S6, the bottom of the thick loose layer is subjected to bottom water drainage in a water drainage hole pumping manner, the same circle of water drainage holes are used for water drainage at the same time, different circles of water drainage holes adopt jumping type water drainage,
Jump type water repellency means that adjacent water repellent holes of different circles of water repellent holes are not simultaneously water repellent; for example: if the hydrophobic holes are provided with 5 circles, the 5 circles of hydrophobic holes are an A circle of hydrophobic holes, a B circle of hydrophobic holes, a C circle of hydrophobic holes, a D circle of hydrophobic holes and an E circle of hydrophobic holes from inside to outside in sequence, the A circle of hydrophobic holes, the C circle of hydrophobic holes and the E circle of hydrophobic holes are hydrophobic Kong Xian, and then the B circle of hydrophobic holes and the D circle of hydrophobic holes are hydrophobic again. If the hydrophobic device is limited, it is hydrophobic in the order of first A, then C, then E, then B, and finally D. Each round of water repellent for 24 hours, namely the A circle water repellent hole, the C circle water repellent hole and the E circle water repellent Kong Xian are water repellent for 24 hours, and then the B circle water repellent hole and the D circle water repellent hole are water repellent for 24 hours.
Standing for 24 hours after the drainage of all the drainage holes is finished, then carrying out a water pumping test at the surface coordinates O (0, 0) of the shaft center position of the vertical shaft, and calculating the stratum permeability coefficient k 2 according to a formula 1:
Equation 1
In formula 1, Q is O (0, 0) water extraction; r 1、r2 is the distance between two hydrologic observation holes coplanar with the O (0, 0) water pumping point and the axis of the O (0, 0) water pumping point; h 1、h2 is the water level of the two hydrological observation holes;
If the thick loose layer bottom contains an aqueous layer with the thickness of more than 50m, and the aqueous layer is also subjected to water drainage.
After the step S6 is finished, 2-4 holes are drilled for coring, the bottom containing thickness M2 after water drainage is obtained, the compression coefficient C c2 is measured through an indoor test, and the bottom containing compression deformation delta M is obtained through calculation:
Δm=m1-M2 equation 2
When C c2 is less than 0.2, the bottom containing water is subjected to hydrophobic consolidation and belongs to low-pressure compaction soil;
When 0.2< C c2 <0.4, the bottom containing is of medium-pressure soil;
When C c2 is more than or equal to 0.4, the bottom is high-pressure soil;
when the compression index C c2 <0.2 and the permeability coefficient k 2 is less than 10 -6 cm/s, the bottom is hydrophobic,
When the permeability coefficient k 2 is more than 10 -6 cm/s or 0.2 is less than or equal to C c2, the next round of water repellency is needed until the water repellency ending standard is reached.
Step S7, post-treatment of the hydrophobic hole: the outer ring hydrophobic hole is filled with micro cement paste in a low-pressure mode, and the inner ring hydrophobic Kong Liuzuo vertical shaft and the hydrological observation hole in the subsequent production operation period of the industrial square.
The outer ring hydrophobic hole is filled with micro cement paste in a low pressure mode, wherein the low pressure is 1.2-1.6 times of the hydrostatic pressure of the grouting layer. The solid particle size of the micro-fine cement paste is smaller than the equivalent pore diameter of the pores after the bottom containing hydrophobic consolidation, the flow resistance of the micro-fine cement paste in the pores of the bottom containing is small under the action of lower grouting pressure (1.2-1.6 times of the hydrostatic pressure of the grouting layer), the pressure decay is slow, and the micro-fine cement paste can flow through a cylindrical permeation diffusion mode to reach a target reinforcement range (15-30 m).
After the bottom-contained hydrophobic consolidation, the characteristic particle size of the micro-fine cement paste and the characteristic particle size of the bottom-contained hydrophobic consolidation satisfy the following relation, and the columnar permeation diffusion can be realized:
Equation 3
In the formula 3, D 15 is the characteristic particle diameter corresponding to the particle content of less than 15% in the bottom particle size grading accumulation curve; d 80 is the characteristic particle size corresponding to the particle size grading cumulative curve of the cement adopted by the micro-fine cement slurry, wherein the particle content is less than 80 percent; W/C is the water-cement ratio of the fine cement paste; k is a pressure coefficient, k=0.1 to 0.2; gamma w is the volume weight of water, kN/m 3; h is the average depth of the bottom and m; p 0 is the standard atmospheric pressure.
In the step S7, when grouting is performed on the outer ring hydrophobic hole, water is pumped at the inner ring hydrophobic hole and at the position of the shaft center of the vertical shaft at the earth surface coordinate O (0, 0), so that grouting induction and continuous drainage are performed, on one hand, grouting slurry can be controlled near the shaft of the shaft to be built, and formation of a grouting curtain is facilitated; at the same time, the continuous hydrophobic consolidation of the bottom can be ensured. After grouting of the outer ring hydrophobic hole is completed for 1 week, a water pumping test is carried out at the earth surface coordinate O (0, 0) of the shaft center position of the vertical shaft, the permeability coefficient k 3 is calculated by adopting a formula 1, meanwhile, 2 holes are drilled at the outer side 1-2 m of the outer ring hydrophobic hole for coring, the compression coefficient C c3 is measured through an indoor test, and the k 3 is ensured to be smaller than 10 -6 cm/s and C c3 is ensured to be smaller than 0.2.
And S8, constructing a vertical shaft.
The method for reinforcing the bottom of the shaft of the coal mine shaft to be built by sparse-filling is suitable for thick loose layer thin bedrock stratum and conventional geological conditions, and when the shaft of the coal mine shaft is constructed by adopting a freezing method, the hydrophobic hole is continuously used as a freezing hole, a freezing pressure relief hole and a hydrological observation hole according to the design requirement of the freezing method;
When the coal mine vertical shaft is constructed by adopting a drilling method, the drainage hole is continuously used as a hydrological observation hole according to the design requirement of the drilling method.
The method for reinforcing the bottom-contained drainage of the coal mine shaft to be built by the thick loose layer thin bedrock can avoid the bottom-contained drainage sedimentation caused by the drainage of the subsequent shaft; and the permeability coefficient of the bottom water-bearing layer (hydrophobic water-bearing layer) near the vertical shaft of the coal mine can be reduced, and the influence of the hydrophobic water-bearing layer at the bottom of the thick loose layer above the mining area on the industrial square and the mine caused by the coal mining effect under the thin bedrock of the thick loose layer can be prevented.
The above description is only of the preferred embodiments of the present invention and is not intended to limit the present invention, but various modifications and variations can be made to the present invention by those skilled in the art. Any modification, equivalent replacement, improvement, etc. made within the spirit and principle of the present invention should be included in the protection scope of the present invention.
Claims (7)
1. A method for reinforcing a thick loose layer and thin bedrock to be built on the bottom of a shaft of a coal mine shaft is characterized by comprising the following steps:
step S1, planning and designing a vertical shaft and a first mining area:
Selecting the surface coordinates O (0, 0) of the shaft center position of the vertical shaft according to mining area mining planning, designing the corner abcd of the first mining working surface arrangement area of the first mining area, establishing a plane coordinate system 0xy,
Determining design parameters of the vertical shaft, wherein the design parameters comprise an inner diameter R 1, an outer diameter R 2, a thickness M, a depth H and a construction method of the vertical shaft;
the construction method comprises a drilling method and a freezing method;
step S2, on-site drilling coring:
In a region taking the surface coordinates O (0, 0) of the shaft center position of the vertical shaft as the center and R as the radius, core holes are drilled for coring to obtain stratum parameters, wherein the stratum parameters comprise thick loose layer thickness H 1, thin bedrock thickness H 2 and bottom containing thickness M 1;
in the step S2, the bottom-contained permeability coefficient k 1 is measured by carrying out a pressurized water test or a water pumping test on the bottom-contained layer of the coring hole,
The compression index C c1 was measured by performing an indoor test on the base sample,
The indoor test method comprises the following steps:
Step S21, after sample loading is carried out by adopting an advanced consolidation apparatus, an initial pore water pressure p w and an axial force p a,pa=2*pw = (20 x h) kPa are applied to a prepared bottom-containing sample, wherein h is the average bottom-containing depth m;
Step S22, keeping the axial force p a unchanged, reducing the pore water pressure p w to zero, recording the compression deformation of the bottom-containing sample in the hydrophobic process, calculating the compression index C c1,
Step S3, hydrophobic hole arrangement:
arranging a hydrophobic hole by taking the surface coordinates O (0, 0) of the shaft center position of the vertical shaft as the center;
Step S4, hydrologic observation hole arrangement:
Drilling hydrologic observation holes at the outer side of the outer-most ring hydrophobic hole and the earth surface coordinates O (0, 0) of the shaft center position of the vertical shaft;
Step S5, arranging surface measuring points:
a plurality of observation lines are arranged in a divergent mode along the surface coordinates O (0, 0) of the shaft center position of the vertical shaft, and surface measuring points are arranged on the observation lines;
S6, bottom containing hydrophobic;
In the step S6, the bottom containing water is drained in a mode of pumping water through the water drain holes, the same circle of water drain holes drain water simultaneously, different circles of water drain holes adopt jumping water drain,
Jump type water repellency means that adjacent water repellent holes of different circles of water repellent holes are not simultaneously water repellent;
Standing for 24 hours after the drainage of all the drainage holes is finished, then carrying out a water pumping test at the surface coordinates O (0, 0) of the shaft center position of the vertical shaft, and calculating the stratum permeability coefficient k 2 according to a formula 1:
Equation 1
In formula 1, Q is O (0, 0) water extraction; r 1、r2 is the distance between two hydrologic observation holes coplanar with the O (0, 0) water pumping point and the axis of the O (0, 0) water pumping point; h 1、h2 is the water level of the two hydrological observation holes;
If the bottom layer is provided with an aqueous layer with the thickness of more than 50m, the aqueous layer with the thickness of more than 50m is also subjected to hydrophobic,
After the step S6 is finished, 2-4 holes are drilled for coring, the hydrophobic bottom-contained thickness M 2 is obtained, the compression coefficient C c2 is measured through an indoor test, and the bottom-contained compression deformation delta M is obtained through calculation:
Δm=m 1-M2 formula 2
When the compression index C c2 of the bottom contained is less than 0.2 and the stratum permeability coefficient k 2 is less than 10 -6 cm/s, the bottom contained is hydrophobic,
When the stratum permeability coefficient k 2 is more than 10 -6 cm/s or 0.2 is less than or equal to C c2, the next round of drainage is needed until the drainage ending standard is reached;
step S7, post-treatment of the hydrophobic hole: the outer ring hydrophobic hole is filled with micro cement paste in a low-pressure mode, and the inner ring hydrophobic Kong Liu is used as a hydrological observation hole;
the low pressure is 1.2-1.6 times of the hydrostatic pressure of the grouting layer,
After the bottom-contained hydrophobic consolidation, the characteristic particle size of the micro-fine cement paste and the characteristic particle size of the bottom-contained hydrophobic consolidation meet the following relation to realize cylindrical permeation diffusion:
Equation 3
In the formula 3, D 15 is the characteristic particle diameter corresponding to the particle content of less than 15% in the bottom particle size grading accumulation curve; d 80 is the characteristic particle size corresponding to the particle size grading cumulative curve of the cement adopted by the micro-fine cement slurry, wherein the particle content is less than 80 percent; W/C is the water-cement ratio of the fine cement paste; k is a pressure coefficient, k=0.1 to 0.2; gamma w is the volume weight of water, kN/m 3; h is the average depth of the bottom and m; p 0 is the standard atmospheric pressure;
and S8, constructing a vertical shaft.
2. The method for reinforcing the bottom of the shaft of the coal mine to be built by the thick loose bed thin bedrock according to claim 1, which is characterized in that,
In the step S1, the method for determining the plane coordinate system 0xy is as follows:
Selecting the axis surface point of the vertical shaft as a coordinate origin, pointing the coordinate origin to the central surface point A of the first mining working surface of the mining area as an x-axis forward direction, taking a straight line which passes through the coordinate origin and is vertical to the x-axis and the forward direction accords with the right-hand rule as a y-axis forward direction,
In the step S2, the coring hole penetrates through the thick loose layer and the thin bedrock, and core samples are obtained through a coring hole drill, so that the thickness H 1 of the thick loose layer, the thickness H 2 of the thin bedrock and the thickness M 1 of the bottom are obtained; the core sample is prepared into a bottom-containing sample, wherein the length of the core sample is more than 10cm and the diameter of the core sample is more than 50 mm.
3. The method for reinforcing the bottom of the shaft of the coal mine to be built by the thick loose bed thin bedrock according to claim 1, which is characterized in that,
In the step S3, the hydrophobic hole has N circles, n=2 to 5,
The circle diameter of 2-5 circles of hydrophobic holes is 30-100 m, each circle comprises 8-16 hydrophobic holes, the distance between two adjacent circles of hydrophobic holes is 20-40 m, and the two adjacent circles of hydrophobic holes are staggered;
the aperture of the hydrophobic hole is 5 cm-15 cm.
4. A method for reinforcing a bottom of a shaft of a coal mine to be constructed with a thick loose bed thin bedrock as claimed in claim 3,
In the step S4, three circles of hydrological observation holes are arranged outside the hydrophobic hole of the outermost ring, and the three circles of hydrological observation holes are respectively 50m, 100m and 200m away from the hydrophobic hole of the outermost ring;
the diameter of the hydrological observation hole is 5 cm-8 cm,
Each circle of hydrologic observation holes comprises 4 hydrologic observation holes, and the 4 hydrologic observation holes are arranged in an orthogonal mode;
The adjacent two circles of hydrological observation holes are staggered;
The midpoint of the connecting line between adjacent holes of the hydrologic observation holes at the innermost ring is also provided with the hydrologic observation holes.
5. The method for reinforcing the bottom of the shaft of the coal mine to be built by the thick loose bed thin bedrock according to claim 1, which is characterized in that,
In the step S5, observation lines are arranged in the positive direction and the negative direction of the x axis and the y axis of the plane coordinate system 0xy, and earth surface measurement points are arranged on the observation lines;
The distance between adjacent earth surface measuring points on the same observation line is 10-50 m, and the number of the earth surface measuring points is properly increased near the axis of the mine;
The earth surface measurement points on the same observation line are arranged in a bidirectional thinning mode in the positive direction and the negative direction of the coordinate axis of the earth surface measurement point self-supporting shaft axis position O (0, 0), the earth surface measurement point distance at the earth surface measurement point position O (0, 0) close to the shaft axis position is 10m, and the earth surface measurement point distance at the outermost side is 50m;
The linear distance between the earth surface measuring point farthest from the earth surface coordinate O (0, 0) of the shaft center position of the vertical shaft and the circle where the outer-ring hydrologic observation hole is located is larger than 200m.
6. A method for reinforcing a bottom of a shaft of a coal mine to be constructed with a thick loose bed thin bedrock as claimed in claim 3,
In the step S7, the inner ring is hydrophobic Kong Liuzuo vertical shaft and the hydrological observation hole in the subsequent production operation period of the industrial square,
When grouting is performed on the outer ring hydrophobic hole, pumping is performed on the inner ring hydrophobic hole and the position O (0, 0) of the shaft center position of the vertical shaft at the same time;
After grouting of the outer ring hydrophobic hole is completed for 1 week, a water pumping test is carried out at the earth surface coordinate O (0, 0) of the shaft center position of the vertical shaft, the stratum permeability coefficient k 2 is calculated by adopting a formula 1, meanwhile, 2 holes are drilled at the outer side 1-2 m of the outer ring hydrophobic hole for coring, the compression coefficient C c3 is measured through an indoor test, and k 2 is ensured to be smaller than 10 -6 cm/s and C c3 is ensured to be smaller than 0.2.
7. The method for reinforcing the bottom of the shaft of the coal mine to be built by the thick loose bed thin bedrock according to claim 1, which is characterized in that,
The method for reinforcing the bottom of the shaft of the coal mine shaft to be built by sparse-filling is suitable for thick loose layer thin bedrock stratum and conventional geological conditions, and when the shaft of the coal mine shaft is constructed by adopting a freezing method, the hydrophobic hole is continuously used as a freezing hole, a freezing pressure relief hole and a hydrological observation hole according to the design requirement of the freezing method;
When the coal mine vertical shaft is constructed by adopting a drilling method, the drainage hole is continuously used as a hydrological observation hole according to the design requirement of the drilling method.
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