CN115126505B - Method for accurately improving stability of overlying strata structure - Google Patents
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- CN115126505B CN115126505B CN202210770772.8A CN202210770772A CN115126505B CN 115126505 B CN115126505 B CN 115126505B CN 202210770772 A CN202210770772 A CN 202210770772A CN 115126505 B CN115126505 B CN 115126505B
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- 238000000034 method Methods 0.000 title claims abstract description 26
- 239000011435 rock Substances 0.000 claims abstract description 19
- 230000003014 reinforcing effect Effects 0.000 claims abstract description 9
- 238000011161 development Methods 0.000 claims abstract description 5
- 238000005553 drilling Methods 0.000 claims description 19
- 238000005065 mining Methods 0.000 claims description 18
- 239000002002 slurry Substances 0.000 claims description 16
- 239000011440 grout Substances 0.000 claims description 12
- 238000012544 monitoring process Methods 0.000 claims description 12
- 239000007787 solid Substances 0.000 claims description 10
- 230000008093 supporting effect Effects 0.000 claims description 10
- 239000003245 coal Substances 0.000 claims description 9
- 230000002787 reinforcement Effects 0.000 claims description 7
- 239000010881 fly ash Substances 0.000 claims description 4
- 239000002689 soil Substances 0.000 claims description 4
- 239000004568 cement Substances 0.000 claims description 3
- 239000003795 chemical substances by application Substances 0.000 claims description 2
- 238000000926 separation method Methods 0.000 description 8
- XEEYBQQBJWHFJM-UHFFFAOYSA-N Iron Chemical compound [Fe] XEEYBQQBJWHFJM-UHFFFAOYSA-N 0.000 description 2
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- 230000009286 beneficial effect Effects 0.000 description 1
- 239000011083 cement mortar Substances 0.000 description 1
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- 238000010276 construction Methods 0.000 description 1
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- 229910052500 inorganic mineral Inorganic materials 0.000 description 1
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK 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
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- E21B—EARTH OR ROCK DRILLING; OBTAINING OIL, GAS, WATER, SOLUBLE OR MELTABLE MATERIALS OR A SLURRY OF MINERALS FROM WELLS
- E21B33/00—Sealing or packing boreholes or wells
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- E21B33/13—Methods or devices for cementing, for plugging holes, crevices or the like
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
- E21D11/105—Transport or application of concrete specially adapted for the lining of tunnels or galleries ; Backfilling the space between main building element and the surrounding rock, e.g. with concrete
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D20/00—Setting anchoring-bolts
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Abstract
The invention discloses a method for accurately improving stability of a overlying strata structure, which comprises the following steps: before stoping of the working face, exploring the rock crushing condition inside overlying strata above the working face in a geophysical prospecting mode in a roadway; after the working face is recovered, assuming that a layered arch shell is formed in the overlying strata structure, and calculating the final development form of the layered arch shell; determining bedrock thickness h above a working surface 0 Judging whether a layered arch shell exists in the overlying strata or not; superposing the positions of an inner arch track equation and an outer arch track equation with a geophysical prospecting result to determine where a vulnerable area exists in the layered arch shell; and (4) segmenting the layered arch shell, and treating the part where the easily damaged area is located by adopting different reinforcing modes. The invention adopts a mode with extremely strong pertinence to effectively reinforce the vulnerable area, fully utilizes the bearing capacity of the layered arch shell in the overlying strata, and achieves the purposes of accurately improving the stability of the overlying strata structure, slowing down the surface damage, greatly reducing the reinforcing cost and obtaining the maximum economic benefit.
Description
Technical Field
The invention relates to a processing method of a overlying strata structure in a mining area, in particular to an accurate improving method of the stability of the overlying strata structure, and belongs to the technical field of mining.
Background
Overburden is a rock or soil mass that covers a mineral bed and is of no industrial value, such as sandstone, topsoil, etc. that covers an iron ore bed. After the underground coal seam is mined, a layered arch shell structure can be formed inside overlying rocks of a goaf, the structure bears and transmits the overlying load on the shell, and the stability determines the composite mine pressure phenomena of periodic incoming pressure, mine pressure display and the like of the working face. China is a country with rich total amount of coal resources, and along with the continuous development of national economic construction, the exploitation of the coal resources is also greatly carried out. Therefore, maintaining the stability of the layered dome structure inside the overburden is critical.
Due to the complex geological conditions of different mining areas, natural fractures or cavities may exist in the rock formation. The special geological structures are generally formed under the action of ground stress, underground water and the like after decades or even hundreds of years, the stability of the layered arch shell structure can be directly influenced, the layered arch shell structure is easy to destabilize and destroy, and the severe mine pressure above a goaf, surface subsidence and the like are caused.
In order to improve the stability of a overlying strata structure, the goaf is treated by grouting, filling and the like so as to reduce the residual subsidence of the earth surface, the traditional goaf treatment method mainly comprises separation grouting and goaf filling, the separation grouting is to carry out high-pressure grouting on the rock stratum in a separation zone in time by establishing a grouting station and drilling a grouting hole in the goaf so that slurry is filled in a separation space between the rock stratum, and the subsidence rate of the rock stratum in the separation zone can be reduced, so that the subsidence and deformation of the earth surface are reduced; the goaf filling generally uses fly ash, cement mortar and the like as main filling materials, a filling system is established, and then the filling materials are filled into the underground goaf by gravity flow (or pressurization) through a grouting hole, a raise or a filling pipeline of the goaf so as to achieve the purpose of supporting overlying strata. The method can reduce the residual subsidence of the earth surface, can partially eliminate the hidden danger of the subsidence of the foundation, and plays a key role in reducing the moving deformation of the earth surface, thereby being widely applied to the goaf treatment.
However, the above conventional methods have the following drawbacks: in the separation layer grouting, because the separation layer space tends to be reduced in the separation layer space closing period, the grouting operation is completed timely and fully, the requirement on a mine is strict, and the supporting effect of a layered arch shell structure on overlying rocks is neglected; the goaf filling adopts a method of filling the goaf by all grouting, the grouting filling amount is large, the goaf treatment cost is higher, and the supporting effect of the layered arch shell structure on overlying strata is neglected.
Therefore, the traditional method neglects the supporting effect of the layered arch shell structure on overlying rocks, so that the purposes of goaf treatment with good stabilizing effect and low cost cannot be achieved due to the difficulty or poor effect or too high cost.
Disclosure of Invention
The invention aims to solve the problems and provide a precise method for improving the stability of a overlying strata structure, which has a good stabilizing effect and low cost.
The invention achieves the above purpose through the following technical scheme:
a method for accurately improving stability of a overburden rock structure comprises the following steps:
step 1.1, respectively arranging ultrasonic detectors in roadways on two sides of a working surface;
step 1.2, 3 monitoring lines A, B, C are laid on the earth surface right above the working surface, wherein the line A and the line C are respectively used for monitoring the positions of the outer sides of roadways on two sides of the working surface, the line A and the line C are respectively located on the outer sides of the roadways on two sides of the working surface, the distance between the line A and the outer side of the roadway on one side of the working surface and the distance between the line C and the outer side of the roadway on the other side of the working surface are distances between a supporting pressure peak value and a coal pillar boundary, and the line B is used for monitoring the position located in the middle of the working surface;
step 1.3, respectively arranging 3 ultrasonic receivers for receiving signals of the ultrasonic detector on each monitoring line, wherein the distance between every two adjacent ultrasonic receivers is set to be a meter;
step 1.4, starting all the ultrasonic detectors and all the ultrasonic receivers, after all the ultrasonic receivers finish signal receiving, synchronously moving all the ultrasonic detectors and all the ultrasonic receivers forward by 3 × a meters, finishing signal receiving again by all the ultrasonic receivers, and then synchronously moving all the ultrasonic detectors and all the ultrasonic receivers forward by 3 × a meters, and repeating the steps until all the overburden conditions on the working surface are detected, so as to obtain a geophysical prospecting result;
the camber height h is calculated according to the following formula 1 ：
The inner arch width l is calculated according to the following formula:
l＝L+2s
the inner arch trajectory equation is:
the outer arch trajectory equation is:
in the formula and the equation, L is the working face mining width, s is the offset of the inner side of the arch, namely the distance between the peak value of the supporting pressure and the boundary of the coal pillar, H is the average mining depth, m is the mining thickness, f is the hardness coefficient of the rock-soil body, and L, s, H, m and f are obtained according to the actual working face mining conditions; x and y are respectively the values of the abscissa and the ordinate in the corresponding trajectory equation;
Preferably, in step 1.4, a is 20 in order to improve the accuracy of the geophysical prospecting result.
Preferably, in order to improve the grouting reinforcement effect, in the step 5, the aperture of the grouting hole is 110mm, and the depth of the grouting hole is the difference between the average mining depth H and the arch height corresponding to the vulnerable area; if the easily damaged area is a natural cavity, grouting once through the grouting hole, wherein the grout is thick; if the damaged area is a natural crack, grouting the damaged area for 3 times as follows: when the working surface is pushed to the horizontal distance of 0.15H in front of the easily damaged area, drilling and grouting are carried out once, the grout is thinner at the moment, when the working surface is pushed to the position right below the easily damaged area, drilling and grouting are carried out once, the grout is thicker at the moment, when the working surface is pushed to the horizontal distance of 0.15H behind the easily damaged area, drilling and grouting are carried out once, and the grout is thinner at the moment; the slurry is cement fly ash slurry, and an accelerating agent is added into the slurry before grouting.
Specifically, in the step 5, the water-solid ratio of the thick slurry is 1: 1.2-1: 1.3, the solid-solid ratio is 3: 8-3: 7, the water-solid ratio of the thin slurry is 1: 1-1: 1.1, and the solid-solid ratio is 1: 4-1: 3.
The invention has the beneficial effects that:
the method comprises the steps of firstly analyzing and judging whether layered arch shells exist in the overlying rock or not, judging whether the layered arch shells exist in a vulnerable area or not and the position of the vulnerable area on the premise of determining that the layered arch shells exist, then effectively reinforcing the vulnerable area in a highly targeted mode, and fully utilizing the bearing capacity of the layered arch shells in the overlying rock, so that the aims of accurately improving the structural stability of the overlying rock, relieving the surface damage, greatly reducing the reinforcing cost and obtaining the maximum economic benefit are fulfilled.
Drawings
FIG. 1 is a schematic perspective view of an embodiment of the present invention illustrating a geophysical prospecting operation using an ultrasonic probe and an ultrasonic receiver;
FIG. 2 is a schematic diagram illustrating a top view of an ultrasonic receiver for geophysical operations in accordance with an embodiment of the present invention;
FIG. 3 is a schematic diagram illustrating a top view of an ultrasonic probe in an exemplary embodiment of the present invention;
FIG. 4 is a schematic perspective view of a laminated dome shell according to an embodiment of the present invention;
FIG. 5 is a schematic front view of a geophysical prospecting result and a layered arched shell according to an embodiment of the present invention;
fig. 6 is a schematic perspective view illustrating a reinforcing structure for a rib of a laminated arch shell by using an anchor rod according to an embodiment of the present invention.
In the figure, 1-ultrasonic receiver, 2-ultrasonic detector, 3-roadway, 4-working face, 5-arch foot, 6-arch shoulder and 7-arch crown; 8-earth surface, 9-loose layer, 10-natural cavity, 11-grouting hole, 12-layered arch shell, 13-natural crack and 14-anchor rod.
Detailed Description
The invention is further illustrated by the following examples and figures:
example (b):
a method for accurately improving stability of a overburden rock structure comprises the following steps:
step 1.1, respectively arranging an ultrasonic detector 2 at a position close to one end in roadways at two sides of a working surface, as shown in figures 1 and 3;
step 1.2, laying 3 monitoring lines A, B, C on the earth surface (the earth surface is not shown in fig. 1 and 2, refer to the earth surface 8 of fig. 5) right above the working surface 4, wherein the line a and the line C are respectively used for monitoring the positions of the outer sides of the roadways 3 on the two sides of the working surface 4, the line a and the line C are respectively located on the outer sides of the roadways 3 on the two sides of the working surface 4, the distance between the line a and the outer side of the roadway 3 on one side of the working surface 4 and the distance between the line C and the outer side of the roadway 3 on the other side of the working surface 4 are the distances between a supporting pressure peak and a coal pillar boundary, the distances are also the inner side offset s of the layered arch shell 12 (refer to the layered arch shell 12 of fig. 5), and the line B is used for monitoring the position located right in the middle of the working surface 4, as shown in fig. 1 and 2;
step 1.3, respectively arranging 3 ultrasonic receivers 1 for receiving signals of the ultrasonic detectors 2 on each monitoring line, wherein the distance between every two adjacent ultrasonic receivers 1 is set to be 20 meters, as shown in fig. 1 and 2;
step 1.4, starting all the ultrasonic detectors 2 and all the ultrasonic receivers 1, after all the ultrasonic receivers 1 complete signal receiving, synchronously moving all the ultrasonic detectors 2 and all the ultrasonic receivers 1 forwards for 60 meters, completing signal receiving again by all the ultrasonic receivers 1, and synchronously moving all the ultrasonic detectors 2 and all the ultrasonic receivers 1 forwards for 60 meters, and repeating the steps until all the overburden conditions on the working surface 4 are detected, so as to obtain a geophysical prospecting result, as shown in fig. 2 and fig. 3;
the camber height h is calculated according to the following formula 1 ：
The inner arch width l is calculated according to the following formula:
l＝L+2s
the inner arch trajectory equation is:
the outer arch trajectory equation is:
in the formula and the equation, L is the working face mining width, s is the arch inner side offset of the layered arch shell 12, namely the distance between the supporting pressure peak value and the coal pillar boundary, H is the average mining depth, m is the mining thickness, f is the rock-soil body hardness coefficient, and L, s, H, m and f are obtained according to the actual working face mining condition; x and y are respectively the values of the abscissa and the ordinate in the corresponding trajectory equation; wherein when f is more than 8, the hard overlying strata are present, when f is more than or equal to 3 and less than 8, the medium hard overlying strata are present, and when f is less than 3, the soft overlying strata are present;
and 5, segmenting the layered arch shell 12 according to the following modes:
in order to form the arch foot 5,
in order to form the arch shoulder 6,
for the vault 7, if the vulnerable area is located at the corresponding part of the arch foot 5, the opening is openedThe reinforcing is carried out by bolting the inside of the roadway 3 with the bolts 14, as shown in fig. 6; if the vulnerable area is located at the position corresponding to the arch shoulder 6, grouting reinforcement is performed by drilling a grouting hole (the grouting hole is not shown in the figure) in the roadway 3; if the easily damaged area is located at the position corresponding to the vault 7, drilling a grouting hole 11 above the ground surface 8 for grouting reinforcement; as shown in fig. 5, the aperture of the grouting hole 11 is 110mm, and the depth of the grouting hole 11 is the difference between the average mining depth H and the corresponding arch height of the vulnerable area; if the easily damaged area is a natural cavity 10, grouting once through the grouting holes 11, wherein the grout is thick; if the vulnerable area is a natural fracture 13, grouting the damaged area for 3 times as follows: when the working face 4 is pushed to the front of the easily damaged area by the horizontal distance of 0.15H, drilling and grouting are carried out once, the grout is thinner at the moment, when the working face 4 is pushed to the position right below the easily damaged area, drilling and grouting are carried out once, the grout is thicker at the moment, when the working face 4 is pushed to the rear of the easily damaged area by the horizontal distance of 0.15H, drilling and grouting are carried out once, and the grout is thinner at the moment; the slurry is cement fly ash slurry, an accelerator is added into the slurry before grouting, the water-solid ratio of the thick slurry is 1: 1.2-1: 1.3, the solid-liquid ratio is 3: 8-3: 7, the water-solid ratio of the thin slurry is 1: 1-1: 1.1, and the solid-liquid ratio is 1: 4-1: 3.
Figure 5 also shows a unconsolidated formation 9 located below the earth's surface 8.
According to the method, the vulnerable area of the layered arch shell is effectively reinforced, the bearing capacity of the layered arch shell in the overlying strata is fully utilized, and the aims of accurately improving the stability of the overlying strata structure, slowing down the damage to the earth surface, greatly reducing the reinforcing cost and obtaining the maximum economic benefit are fulfilled.
The above embodiments are only preferred embodiments of the present invention, and are not intended to limit the technical solutions of the present invention, so long as the technical solutions can be realized on the basis of the above embodiments without creative efforts, and should be considered to fall within the protection scope of the patent claims of the present invention.
Claims (4)
1. The method for accurately improving the stability of the overlying strata structure is characterized by comprising the following steps of: the method comprises the following steps:
step 1, before the stoping of a working face, exploring the rock crushing condition inside overlying strata above the working face in a roadway by adopting a geophysical prospecting mode, and specifically comprising the following steps:
step 1.1, respectively arranging ultrasonic detectors in roadways on two sides of a working surface;
step 1.2, 3 monitoring lines A, B, C are laid on the earth surface right above the working surface, wherein the line A and the line C are respectively used for monitoring the positions of the outer sides of roadways on two sides of the working surface, the line A and the line C are respectively located on the outer sides of the roadways on two sides of the working surface, the distance between the line A and the outer side of the roadway on one side of the working surface and the distance between the line C and the outer side of the roadway on the other side of the working surface are distances between a supporting pressure peak value and a coal pillar boundary, and the line B is used for monitoring the position located in the middle of the working surface;
step 1.3, respectively arranging 3 ultrasonic receivers for receiving signals of the ultrasonic detector on each monitoring line, wherein the distance between every two adjacent ultrasonic receivers is set to be a meter;
step 1.4, starting all the ultrasonic detectors and all the ultrasonic receivers, after all the ultrasonic receivers finish signal receiving, synchronously moving all the ultrasonic detectors and all the ultrasonic receivers forward by 3 × a meters, finishing signal receiving again by all the ultrasonic receivers, and then synchronously moving all the ultrasonic detectors and all the ultrasonic receivers forward by 3 × a meters, and repeating the steps until all the overburden conditions on the working surface are detected, so as to obtain a geophysical prospecting result;
step 2, after the working face is recovered, supposing that a layered arch shell is formed in the overlying strata structure, calculating the final development form of the layered arch shell, including the inner arch height h and the outer arch height h 1 The method comprises the following steps of 1, an inner arch width l, an inner arch track equation and an outer arch track equation, wherein the inner arch height h is calculated according to the following formula:
the camber height h is calculated according to the following formula 1 ：
The inner arch width l is calculated according to the following formula:
l＝L+2s
the inner arch trajectory equation is:
the outer arch trajectory equation is:
in the formula and the equation, L is the working face mining width, s is the offset of the inner side of the arch, namely the distance between the peak value of the supporting pressure and the boundary of the coal pillar, H is the average mining depth, m is the mining thickness, f is the hardness coefficient of the rock-soil body, and L, s, H, m and f are obtained according to the actual working face mining conditions; x and y are respectively the values of the abscissa and the ordinate in the corresponding trajectory equation;
step 3, determining the thickness h of the bedrock above the working surface 0 Then judging the height h of the inner arch and the thickness h of the bedrock 0 The relationship is as follows: if h > h 0 If the layered arch shell is not formed in the overlying strata, the stability of the layered arch shell cannot be improved, and the method is ended; if h is less than or equal to h 0 If so, forming a layered arch shell in the overlying strata, and turning to the step 4;
step 4, superposing the inner arch track equation and the outer arch track equation obtained in the step 2 and the geophysical prospecting result obtained in the step 1 to determine where a fragile area exists in the layered arch shell, wherein the fragile area comprises a natural crack and/or a natural cavity;
step 5, segmenting the layered arch shell according to the following modes:
in order to form the arch foot,
is an arch shoulder, and the arch shoulder is a hollow arch,
the arch is adopted, and if the easily damaged area is positioned at the arch foot part, the reinforcing is carried out by drilling an anchor rod in the tunnel; if the easily damaged area is located at the arch shoulder part, grouting reinforcement is carried out by drilling a grouting hole in the roadway; and if the easily damaged area is positioned at the vault part, drilling a grouting hole above the ground surface for grouting reinforcement.
2. The method for accurately improving the stability of a overlying strata structure of claim 1, wherein the method comprises the following steps: in the step 1.4, a is 20.
3. The method for precisely improving the stability of a overlying strata structure as claimed in claim 1 or 2, wherein the method comprises the following steps: in the step 5, the aperture of the grouting hole is 110mm, and the depth of the grouting hole is the difference between the average mining depth H and the corresponding arch height of the vulnerable area; if the easily damaged area is a natural cavity, grouting once through the grouting hole, and enabling the grout to be thick; if the damaged area is a natural crack, grouting the damaged area for 3 times as follows: when the working surface is pushed to the horizontal distance of 0.15H in front of the easily damaged area, drilling and grouting are carried out once, the grout is thinner at the moment, when the working surface is pushed to the position right below the easily damaged area, drilling and grouting are carried out once, the grout is thicker at the moment, when the working surface is pushed to the horizontal distance of 0.15H behind the easily damaged area, drilling and grouting are carried out once, and the grout is thinner at the moment; the slurry is cement fly ash slurry, and an accelerating agent is added into the slurry before grouting.
4. The method for accurately improving the stability of a overlying strata structure of claim 3 wherein: in the step 5, the water-solid ratio of the thick slurry is 1: 1.2-1: 1.3, the solid-solid ratio is 3: 8-3: 7, the water-solid ratio of the thin slurry is 1: 1-1: 1.1, and the solid-solid ratio is 1: 4-1: 3.
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