CN116398137A - Method for reinforcing coal mine overburden combined rock stratum by reducing sedimentation grouting - Google Patents
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Abstract
The invention discloses a method for reinforcing a coal mine overburden combined rock stratum by reducing sedimentation grouting, which comprises the steps of exploring geological conditions of the overburden stratum on a coal seam and acquiring survey data of the overburden; judging the layer position of the key layer in the overburden based on the survey data; determining a target rock stratum subjected to grouting transformation, so that a combined rock stratum to be reinforced is formed between the target rock stratum and a corresponding key layer above the target rock stratum; and grouting modification is carried out on the key combination layer. The method for reinforcing the coal mine overburden combined rock stratum by means of the grouting and the sinking reduction can be used for grouting and reinforcing selected key rock stratum, improving the mechanical properties of the rock stratum and preventing the breaking movement of the key layer from expanding upwards.
Description
Technical Field
The invention belongs to the technical field of coal seam exploitation, and particularly relates to a method for reducing settlement and grouting reinforcement of a coal mine overlying rock combined rock stratum.
Background
The coal exploitation can cause subsidence deformation of the ground surface, damage the ground surface construction structures, damage the surface water circulation system, and even cause mine water burst disasters by leading the fourth system to be conducted in the water guide fracture zone.
In order to reduce the subsidence deformation of the earth surface caused by coal mining and realize safe green mining, the coal mining method adopted in the related technology mainly comprises strip mining, filling mining and separation grouting mining. The strip mining leaves wider coal pillars on two sides of the working surface, so that the coal recovery rate is low, and the resource waste is large; the filling mining technology affects the coal mining efficiency and has higher cost; as the separation layer development between the thick and hard key layer and the weak rock stratum is dynamically changed, the separation layer grouting time is difficult to prepare and grasp, the separation layer grouting has larger technical difficulty, the separation layer grouting adopts a non-cemented filling technology to only fill the separation layer space, as shown in figure 1, the weak rock stratum below the reinforced key layer cannot be reformed, a compaction supporting area is difficult to form below the key layer, the ground surface deformation control effect is limited, the general subsidence reduction rate is less than 50 percent, and the auxiliary operation is needed by combining technologies such as an isolated coal pillar and the like.
Disclosure of Invention
The present invention aims to solve at least one of the technical problems in the related art to some extent. Therefore, the embodiment of the invention provides a method for reducing and grouting reinforcement of a coal mine overburden combined rock stratum, which can be used for grouting reinforcement of a selected target rock stratum, improving the mechanical property of the rock stratum, enabling the target rock stratum to move cooperatively with an upper key layer to form a combined key, and preventing overburden breaking movement from expanding upwards to penetrate through the key combined layer.
The embodiment of the invention discloses a method for reducing settlement and grouting reinforcement of a coal mine overlying rock combined rock stratum, which comprises the following steps:
exploration and exploitation of geological conditions of overlying strata of a coal bed, and acquisition of exploration data of the overlying strata;
judging the layer position of the key layer in the overburden based on the survey data;
determining a target rock stratum subjected to grouting transformation, so that a combined rock stratum to be reinforced is formed between the target rock stratum and the corresponding key layer above the target rock stratum;
and grouting modification is carried out on the combined rock stratum, so that the combined rock stratum becomes a key combined layer.
According to the grouting reinforcement method for the coal mine overburden combined rock stratum, disclosed by the embodiment of the invention, grouting is performed on the selected key combined layer, so that the physical and mechanical properties of the rock stratum are improved, the mechanical strength of the rock stratum is enhanced, the deformation resistance of the rock stratum is improved, the breaking movement of the key layer is prevented from expanding upwards, and the movement of the rock stratum is controlled to expand to the ground surface.
In some embodiments, the determining a slip-modified target formation further comprises:
acquiring a development range of a water guide fracture zone above the mined coal seam according to a coal seam mining mode and the survey data;
determining a proper selection area of the key combination layer according to the layer position of the key layer and the development range of the water guide fracture zone;
selecting an alternative modified rock stratum according to the crack development degree of the rock stratum in the suitable area;
and comparing grouting feasibility of each alternative reconstruction rock stratum, and determining the target rock stratum.
In some embodiments, judging whether the key layer height of the highest horizon is greater than a first preset threshold value from the mined coal seam, if not, judging that the water-guiding fracture zone can develop to the key layer during working face stoping, determining a key combined layer before working face stoping, and performing advanced pre-grouting reconstruction on the key combined layer;
if so, determining the key combination layer according to the acquired development range of the water-guiding fracture zone, wherein the key combination layer is positioned above the development range of the water-guiding fracture zone.
In some embodiments, the first predetermined threshold is determined according to the following equation (7-10) M, where M is the coal seam elevation.
In some embodiments, the key combination layer comprises at least one layer of the target formation and at least one layer of the key layer, and the grouting modification of the combination formation comprises a target formation grouting process employing intermittent cemented filling grouting.
In some embodiments, judging whether an delamination space exists in the key combined layer according to the survey data, if so, the grouting transformation further comprises a delamination space filling process, and grouting flow of the delamination space filling process is not less than development speed of the delamination space;
judging whether a weak interlayer exists in the key combined layer according to the survey data, and if so, performing grouting transformation further comprises a weak interlayer grouting process, wherein the weak interlayer grouting process adopts intermittent splitting grouting;
and judging whether the key layers in the key combination layers need to be reinforced or not according to the survey data, and if so, performing grouting transformation further comprises a key layer grouting process, wherein the key layer grouting process adopts intermittent cementing filling grouting.
In some embodiments, the single hole grouting flow rate of the target rock stratum grouting process is 300-1000L/min, and the grouting pressure is not more than 5MPa;
the single-hole grouting flow rate of the weak interlayer grouting process is 100-500L/min, the fracturing pressure is 5-10 MPa, and the grouting pressure is 5-10 MPa;
the grouting pressure of the key layer grouting process is not more than 5MPa.
In some embodiments, the grouting slurry for grouting modification is cement-based composite slurry or superfine cement slurry, the uniaxial compressive strength of the slurry stone body of the grouting slurry for 28 days is not less than 10MPa, the static fluidity of the grouting slurry is not less than 220mm, and the mass concentration of the grouting slurry is not more than 75%;
the grouting drilling hole in grouting transformation is a long-distance directional three-opening structure drilling hole, and the final hole diameter of the grouting drilling hole is 120mm to 150mm.
In some embodiments, the method for reducing subsidence, grouting and reinforcing a coal mine overburden combined rock stratum further comprises the following steps:
performing physical and mechanical property test on the key combination layer after grouting modification to evaluate the deformation resistance of the key combination layer;
and judging whether the relevant area of the key combination layer is a weak area according to the property test result, and if so, carrying out reinforcing grouting reinforcement on the weak area of the key combination layer.
In some embodiments, the physical and mechanical property testing of the key composite layer after grouting modification comprises the following steps:
performing vertical drilling grouting on the key combination layer, and judging the physical and mechanical properties of the key combination layer according to single-hole grouting amount of the vertical drilling grouting;
and/or carrying out drilling coring on the key combination layer, and judging the physical and mechanical properties of the key combination layer according to the coring rate and the core RQD value of the drilling coring;
and/or logging the key combination layer, and judging the physical and mechanical properties of the key combination layer according to the logging data of the logging.
Drawings
Fig. 1 is a schematic diagram of a related art overburden delamination grouting technique.
Fig. 2 is a schematic flow chart of a method for reducing subsidence, grouting and reinforcing a coal mine overburden combined rock stratum in accordance with an embodiment of the present invention.
Fig. 3 is a schematic diagram of the spatial positions of the overburden key combination layer and the water-guiding fracture zone in an embodiment of the invention, and shows a grouting drilling arrangement.
Fig. 4 is a schematic flow chart of a method for reducing subsidence, grouting and reinforcing a coal mine overburden combined rock stratum according to another embodiment of the invention.
Fig. 5 is a schematic flow chart of a method for reducing subsidence, grouting and reinforcing a coal mine overburden combined rock stratum according to another embodiment of the invention.
FIG. 6 is a schematic view of the spatial location of a water-conducting fracture zone and a critical combined layer of overburden in accordance with another embodiment of the present invention.
Fig. 7 is a schematic diagram of the spatial positions of a water-guiding fracture zone and a cover rock key combination layer after grouting modification according to another embodiment of the present invention.
FIG. 8 is a schematic flow chart of a method for reducing subsidence, grouting and reinforcing a coal mine overburden combined rock stratum in accordance with another embodiment of the present invention.
FIG. 9 is a schematic flow chart of a method for reducing subsidence, grouting and reinforcing a coal mine overburden combined rock stratum in accordance with another embodiment of the present invention.
FIG. 10 is a flow chart of a method for reducing subsidence, grouting and reinforcing a coal mine overburden combined rock formation in accordance with another embodiment of the present invention.
Fig. 11 is a schematic illustration of a grouting borehole arrangement in accordance with an embodiment of the present invention.
FIG. 12 is a flow chart of a method for reducing subsidence, grouting and reinforcing a coal mine overburden combined rock formation in accordance with another embodiment of the present invention.
FIG. 13 is a flow chart of a method for reducing subsidence, grouting and reinforcing a coal mine overburden combined rock formation in accordance with another embodiment of the present invention.
FIG. 14 is a flow chart of a method for reducing subsidence, grouting and reinforcing a coal mine overburden combined rock formation in accordance with another embodiment of the present invention.
FIG. 15 is a flow chart of a method for reducing subsidence, grouting and reinforcing a coal mine overburden combined rock formation in accordance with another embodiment of the present invention.
FIG. 16 is a schematic diagram of the distribution of test boreholes in an embodiment of the invention.
Reference numerals:
mining coal seam 1,
A key combination layer 2, a key layer 21, a target rock stratum 22, a separation layer space 23 and a weak interlayer 24;
the development range of the water guide fracture zone is 4;
grouting and drilling 5.
Detailed Description
Reference will now be made in detail to embodiments of the present invention, examples of which are illustrated in the accompanying drawings. The embodiments described below by referring to the drawings are illustrative and intended to explain the present invention and should not be construed as limiting the invention.
As shown in fig. 2, the method for reducing settlement and grouting for reinforcing the coal mine overburden combined rock stratum in the embodiment of the invention comprises the following steps:
s101, exploring geological conditions of the overburden layer on the mined coal bed 1, and acquiring exploration data of the overburden layer.
It should be noted that, the method for surveying the geological condition of the overburden is not particularly limited, and the method in this embodiment surveys the engineering geological condition by one or more means to obtain survey data of the overburden on the mined coal seam 1, where the survey data includes but is not limited to the following: lithology, formation thickness, density, elastic modulus, mechanical strength, and the like.
In one example, the physical and mechanical properties of the corresponding rock mass are obtained by exploring the borehole, running into the borehole television, observing the crack development degree of the rock mass, or taking a core sample and performing performance analysis on the core sample.
In yet another example, geophysical prospecting logging is employed to detect geological conditions such as formation lithology, geologic structures, and the like by studying and observing changes in various geophysical fields. For example, any one or a combination of a plurality of modes such as direct current exploration, alternating current exploration, gravity exploration, magnetic method exploration, seismic exploration, acoustic exploration, radioactive exploration and the like are adopted.
S102, judging the layer positions of the key layers 21 in the overburden based on the survey data.
The survey data comprise visually observed data such as the development degree of the crack of the rock stratum observed through the vision, the category of the rock, and the like, can also comprise data record information obtained through a detection instrument, and can also comprise data obtained through sampling a core sample and performing performance analysis on the core sample.
When it needs to be described, since the rock stratum moves from bottom to top to move in groups, the dynamic process of the rock stratum movement is controlled by the breaking movement of the key layer 21, and when the key layer 21 breaks, the sinking deformation of the rock stratum at the upper part is mutually coordinated and consistent, so the key layer 21 is generally a relatively thick and hard rock stratum, and the judgment of the key layer 21 mainly depends on the deformation and breaking characteristics of the rock stratum, so that the survey data of each layer of the overlying strata is compared, and the distribution space position of the key layer 21 is obtained.
S103, determining the target rock stratum 22 subjected to grouting transformation, so that a combined rock stratum to be reinforced is formed between the target rock stratum 22 and the corresponding key layer 21 above the target rock stratum 22, as shown in fig. 3.
The target rock layer 22 needs to have the potential of grouting transformation, the preset mechanical properties of deformation resistance and fracture resistance can be achieved through grouting transformation, then the aim of blocking upward expansion of fracture movement of the key layer 21 corresponding to the target rock layer is achieved, the target rock layer 22 can generally select sandstone rock layers with crack development, the target rock layer 22 is characterized in that corresponding physical mechanical properties can be met on the category of rock bodies, or expected physical mechanical properties can be met after grouting transformation, but defects such as cracks possibly exist in the target rock layer, and the corresponding defects can be compensated through grouting transformation.
Optionally, the target formation 22 is selected based on the following conditions: the current performance of the target rock stratum 22, the position between the target rock stratum 22 and the key layer 21, whether other geological conditions which are difficult to reform exist between the target rock stratum 22 and the key layer 21, the crack development degree of the target rock stratum 22, the rock thickness of the target rock stratum 22 and whether the key combination layer 2 has expected mechanical properties after being reformed or not, and the like, and simulation grouting can be carried out through experiments, so that comparison and screening are completed.
S104, grouting modification is carried out on the combined rock stratum, so that the combined rock stratum becomes a key combined layer.
The key combination layer 2 is regarded as a whole, after the key combination layer 2 is reformed, the mechanical property characteristics of the whole key combination layer 2 meet the expected requirements, and according to the self characteristics of the rock stratum, different grouting processes can be selected for grouting reformation so as to avoid the deterioration of the current geological conditions.
The method is applied to the earth surface subsidence control during coal seam mining, and if the advanced pre-grouting reconstruction technology is adopted before the coal seam mining, the target rock stratum is reinforced to form a key combined layer, so that a water guide fracture zone is prevented from further upward development, and the method is applied to water retention mining.
According to the method for reducing, precipitating and grouting reinforcement of the coal mine overburden combined rock stratum, disclosed by the embodiment of the invention, the overburden key layer 21 is judged by analyzing the rock pressure characteristics of the overburden rock stratum, a rock stratum which is close in distance and has grouting reconstruction potential is found below one of the key layers 21 to serve as a grouting reinforcement target rock stratum 22, for example, a sandstone rock stratum with crack development serves as the target rock stratum 22, grouting reconstruction is carried out on the selected key combined layer 2, the physical and mechanical properties of the rock stratum are improved, the mechanical strength of the rock stratum is enhanced, the deformation resistance of the rock stratum is improved, the breaking movement of the key layer 21 is prevented from expanding upwards, and the movement of the rock stratum is controlled to expand to the ground surface.
In some embodiments, as shown in FIG. 4, determining a slip-modified target formation 22 further includes:
and S201, acquiring a development range 4 of the water guide fracture zone above the mined coal bed 1 according to the coal bed mining mode and the survey data.
When the key layer 21 is broken, the development range of the water-guiding fracture zone will generally develop above the corresponding broken key layer 21 and continue to expand to the key layer 21 of the upper layer; the determination of the development range 4 of the water-guiding fracture zone can be performed by adopting actual measurement or calculation, for example, prediction is performed by using a water-guiding fracture zone height calculation formula in table 1, and for example, observation analysis is performed on the fracture development condition of the rock stratum by geological exploration, so as to determine the development range 4 of the water-guiding fracture zone.
It should be noted that, the development range 4 of the water-guiding fracture zone may adopt a calculated value, an actually measured value, or a combination of both to determine the geological condition, so as to evaluate and predict the geological condition more accurately, and the physical and mechanical properties of each rock stratum in the overburden rock are evaluated more accurately under the geological condition, so that the development range 4 of the water-guiding fracture zone can predict the development of the geological condition during the recovery period, and can optimize the selected area of the target rock stratum 22.
Table 1 statistical formulas for height calculation of water-guiding fracture zone
Table 1 Calculation for mula for height of water conducted fractured zone
Note that: m is coal seam mining height, M; h li The height of the water guiding fracture zone is m.
S202, determining the proper selection area of the key combination layer 2 according to the layer position of the key layer 21 and the development range 4 of the water diversion fracture zone.
The development range 4 of the water diversion fracture zone is usually that the rock stratum in the range has fractures, and even through fractures are formed between the water diversion fracture zone and the mined coal seam 1, and the proper area of the key combination layer 2 needs to avoid the through fractures as much as possible. The development range 4 of the water-guiding fracture zone can determine the proper selection area of the key combination layer 2 according to the predicted area and the actual measurement area so as to avoid the further expansion of the actual measurement area.
S203, selecting an alternative modified rock stratum according to the crack development degree of the rock stratum in the suitable area.
The goaf is formed during the stoping period, when a through crack exists between the target rock stratum 22 and the goaf, grouting slurry is poured into the goaf in the grouting reinforcement process, so that the grouting slurry is wasted, and meanwhile, mine water burst and sand burst disasters are caused, so that the mine production safety is ensured for avoiding the grouting slurry from rushing into the well, and the modified target layer is selected above the development range 4 of the water guide crack zone and a safety distance is reserved.
S204, comparing grouting feasibility of each alternative reconstruction stratum, and determining the target stratum 22.
When the alternative reconstruction rock stratum is compared, parameters such as injectability, void ratio and the like of the grouting reconstruction horizon can be ascertained through means such as a drilling pressurized water test, a drilling television, a drilling logging and the like, the final target rock stratum 22 is selected, the grouting reconstruction process is designed according to the performance parameters of the target rock stratum 22, the directional drilling track is arranged, and the proper slurry type is selected.
As shown in fig. 5, in accordance with the above embodiment, determining the slip-modified target formation 22 further includes the steps of:
and S301, judging whether the height distance between the key layer 21 of the highest horizon and the mined coal seam 1 is larger than a first preset threshold value.
It should be noted that, for the shallow coal seam in the ecologically fragile area, if the water guiding fracture zone is usually developed higher during the stoping period, the shallow fourth system aquifer is conducted, so that the underground water level of the mine is obviously lowered, the ecological environment of the mine area is damaged, and meanwhile, mine water damage is easy to form.
The key layer 21 at the highest level is the main key layer 21, and the fracture of the main key layer 21 will cause the whole or a considerable part of the overburden to generate the overall movement, so that the uneven subsidence deformation occurs on the earth surface, the earth surface construction structure is damaged, and the shallow fourth-system aquifer is usually directly conducted, so that a threshold value setting is required for the height between the main key layer 21 and the mined coal seam 1.
And S302, if not, judging that the water diversion fracture zone can develop to the key layer 21 during the working face stoping, determining the key combined layer 2 before the working face stoping, and performing advanced pre-grouting reconstruction on the key combined layer 2.
It should be noted that, when the key layer 21 of the highest horizon is not greater than the first preset threshold, a through fracture will usually occur under the influence of mining, the water-guiding fracture zone will develop to the top of the bedrock through the key layer 21, and the fourth-series aquifer is conducted, as shown in fig. 6, and fig. 6 shows the prediction of the water-guiding fracture zone development before grouting transformation.
That is, before working face recovery, advanced pre-grouting is required to be performed through ground drilling, a target rock stratum 22 below a key layer 21 is reformed, particularly a sandstone aquifer with crack development is emphasized, the sandstone aquifer and an original key layer 21 form a key combined layer 2, the upward development of a water-guiding crack zone is restrained, the key combined layer 2 is formed during working face recovery, the mechanical strength of the combined rock stratum is obviously improved, the development height of the water-guiding crack zone is reduced through grouting reformation, the conduction of a fourth-series aquifer and the water-guiding crack zone is avoided, the safe green mining of a mine is guaranteed, different rock strata are divided into different grouting sections for grouting reinforcement respectively, and the prediction of the development of the water-guiding crack zone after grouting reformation is shown in fig. 7.
And S303, if so, determining a key combination layer 2 according to the acquired development range 4 of the water guiding fracture zone, wherein the key combination layer 2 is positioned above the development range 4 of the water guiding fracture zone.
It should be noted that, when the key layer 21 at the highest level is greater than the first preset threshold, a relative safe distance exists between the mined coal seam 1 and the shallow fourth-system aquifer, the selection and grouting modification of the key combination layer 2 can be performed before coal seam stoping or during coal seam stoping, and the proper area of the key combination layer 2 in this case is judged through the water diversion fracture zone development range 4.
In some embodiments, the first preset threshold is determined according to the following equation (7-10) M, where M is the coal seam elevation.
It should be noted that, when the key layer 21 is within the critical height range, the influence of recovery generally causes a through fracture in the key layer 21, and the first preset threshold may be 7M,7.5M,9M, or 10M according to different geological conditions, and the deformation performance and the fracture performance of each rock layer affect the development of the through fracture due to different geological conditions of each rock layer above the mined coal layer 1.
As shown in fig. 6 and 7, in some embodiments, the key combination layer 2 includes at least one target formation 22 and at least one key layer 21, and grouting modification of the key combination layer 2 includes a target formation 22 grouting process, the target formation 22 grouting process employing intermittent cemented filling grouting.
It should be noted that the dynamic breaking process of the soft and hard rock layers at different layers of the overburden layer on the coal face directly affects the distribution of water-guiding cracks of the mining rock mass. The rotary deformation space of the rock stratum above the rock-covering fracture zone is smaller, and the opening angle of the rock stratum fracture crack is reduced when the rock stratum is cracked along with the increase of the thickness of the rock stratum; the penetration of the formation fracture is reduced.
Due to the differences in formation stiffness and thickness, the thin formation may break completely; however, the hard thick rock (key layer 21) has no through fracture and no vertical water-guiding fracture is formed. For example, 2-3 layers of target rock stratum 22 below the key layer 21 can be modified into the key combined layer 2, the thickness and strength of the combined rock stratum are increased, even if deformation fracture cracks exist in the combined rock stratum, the penetration degree of the cracks is greatly reduced, and the combined hard and thick rock stratum cannot form water guide cracks with penetration.
Alternatively, when the two critical layers 21 are closely spaced, and a target formation 22 having a fracture is present between the two critical layers 21, the two critical layers 21 and the target formation 22 may be slip-cast to form the critical combined layer 2.
In some examples, the single hole grouting flow rate of the grouting process of the target rock stratum 22 is 300-1000L/min, the grouting pressure is not more than 5MPa, grouting secondary cracks are avoided, and intermittent grouting can be performed by adopting the single hole grouting flow rate of 430L/min under the grouting pressure of 4.8MPa according to the crack development condition of the target rock stratum 22 when the crack development is relatively small, for example, through survey data.
For example, when the crack growth was found to be relatively large by survey data, intermittent grouting may be performed with a grouting pressure of 3.7MPa and a single-hole grouting flow of 680L/min. In grouting, the grouting pressure is selected according to the diffusion effect of the slurry in the target rock stratum 22, and the grouting flow rate is selected according to the slurry amount which can be effectively diffused according to the crack development condition.
As shown in fig. 8, in some embodiments, the method for reinforcing the coal mine overburden combined rock layer by reducing settlement grouting further includes the following steps:
s401, judging whether the separation layer space 23 exists in the key combined layer 2 according to survey data.
That is, there may be a delamination space 23 between the target rock layer 22 and the critical layer 21 due to mining or geological movement, and it is necessary to determine whether the delamination space 23 exists according to the survey data, and determine the development condition of the delamination space 23, so as to fill and reform the delamination space 23, so that the critical combined layer 2 forms a dense whole, rather than multiple rock layers having delamination spaces inside.
It should be noted that the delamination space 23 may or may not be present, and the detection result is based on the implementation process, and if delamination is generated, grouting and filling are required.
And S402, if yes, grouting transformation further comprises a separation layer space 23 filling process, and grouting flow of the separation layer space 23 filling process is not smaller than the development speed of the separation layer space 23.
It should be noted that, under normal conditions, the delamination space 23 will develop continuously along with mining, so that the delamination space 23 is filled with large-flow continuous grouting, the single-hole grouting flow is generally 800-1600L/min, and the actual grouting flow is not less than the development speed of the delamination space 23.
As shown in fig. 9, in some embodiments, the method for reinforcing the coal mine overburden combined rock layer by reducing settlement grouting further includes the following steps:
s501, judging whether the weak interlayer 24 exists in the key combination layer 2 according to survey data.
That is, the target formation 22 and the critical layer 21 do not have to be bonded adjacently, and according to the survey data, when there is a suitable target formation 22 and critical layer 21 in a certain range, even if there is a weak interlayer 24 between them, the target formation 22, the weak interlayer 24 and the critical layer 21 can form the critical combined layer 2 by modifying the weak interlayer 24.
S502, if yes, grouting transformation further comprises a weak interlayer 24 grouting process, and intermittent splitting grouting is adopted in the weak interlayer 24 grouting process.
That is, when the weak interlayer 24 exists, in order to key the overall strength of the combined layer 2, the weak interlayer 24 needs to be modified, additional compressive stress is applied to the surrounding stratum by splitting grouting slurry, so that the weak interlayer 24 is sheared, the slurry is split along the split from the relatively lower strength of the weak interlayer 24 to the relatively higher strength, and the slurry split into the weak interlayer 24 forms a network or skeleton for reinforcing soil, so that the modification purpose of the weak interlayer 24 is achieved.
In some examples, the single-hole grouting flow of the weak interlayer 24 grouting process is 100-500L/min, the fracturing pressure is 5-10 MPa, and the grouting pressure is 5-10 MPa, so that the compactness and strength of the mud rock mass are improved.
It should be noted that the range of the fracturing pressure is 5MPa-10MPa, for example, the fracturing pressure can be 6MPa, 7MPa, 7.7MPa or 9MPa, the fracture is generated in the horizontal direction at first, then the fracture is generated in the vertical direction, when the fracturing pressure is greater than 10MPa, along with the increase of the fracturing pressure, the fracture extending direction is mainly along the direction of the maximum principal stress, and the growth speed of the fracture expansion in the direction of the maximum principal stress is basically positively correlated with the fracturing pressure.
Further, the grouting pressure is usually 5MPa-10MPa, and when the grouting pressure is more than 10MPa, the slurry easily passes through the transformation target layer to spread far to the periphery, and the unnecessary loss of the slurry is large.
As shown in fig. 10, in some embodiments, the method for reinforcing the coal mine overburden combined rock layer by reducing settlement grouting further includes the following steps:
s601, judging whether the key layer 21 in the key combination layer 2 needs reinforcement according to survey data.
It should be noted that, since the mechanical properties of the key combination layer 2 are comprehensively evaluated through the key layer 21 and the target rock layer 22, in some cases, for example, the key layer has primary cracks with higher injectability, the key layer 21 needs to be subjected to grouting modification, or when the main key layer 21 of the overburden is located within the first preset threshold (7-10) M, as the fourth-series aquifer has a risk of conducting the mined coal seam 1, the key layer 21 will generally be subjected to mining to have through fracture cracks, and the water-guiding fracture zone will develop to the top of the stable bedrock through the key layer 21, and conducting the fourth-series aquifer, at this time, the key layer 21 needs to be reinforced.
And S602, if yes, grouting transformation further comprises a key layer 21 grouting process, wherein the key layer 21 grouting process adopts intermittent cementing filling grouting.
In some examples, in grouting the critical layer 21, in order to avoid forming grouting secondary cracks, the grouting pressure of the orifice is generally not suitable, the grouting pressure of the grouting process of the critical layer 21 is not more than 5MPa, and intermittent grouting is adopted, so that the effect of peripheral diffusion and permeation of slurry can be improved.
The main key layer 21 is modified through grouting, so that the main key layer 21 and a fracture rock body below the main key layer form a key combined layer 2, the mechanical strength of the combined rock layer is increased, the occurrence of through fracture cracks of the key layer 21 is avoided, a water-guiding fracture zone only grows to the bottom of the key layer 21, and the fourth-series aquifer is prevented from being communicated with the water-guiding fracture zone.
In some embodiments, the grouting slurry for grouting modification is cement-based composite slurry or superfine cement slurry, the uniaxial compressive strength of the slurry stone body of the grouting slurry for 28 days is not less than 10MPa, the static flowability of the grouting slurry is not less than 220mm, and the mass concentration of the grouting slurry is not more than 75%.
That is, in the selection of the grouting slurry, the grouting slurry is required to have the characteristics of cementing property, good fluidity and high strength, so that the reinforcement and transformation of the key combination layer 2 are realized.
As shown in fig. 11, in some examples, the grouting drilling 5 in grouting modification is a long-distance directional three-open structure drilling, and the final hole diameter of the grouting drilling 5 is 120mm to 150mm.
It should be noted that, according to the fracturing grouting test, under the same fracturing pressure condition, the larger the fracturing hole diameter is, the larger the plastic region expansion length is, and the larger the crack expansion is, so the final hole diameter of the grouting drilling hole 5, especially the final hole diameter of the grouting drilling hole 5 of the weak interlayer 24 is preferably 120-150mm, for example 125mm, 130mm, 145mm or 150mm can be selected.
As shown in fig. 11, alternatively, the grouting drilling hole 5 is a long-distance near-horizontal directional drilling hole, and in the coal seam exploitation process, the movement deformation of the overlying strata is larger, the horizontal drilling hole is more prone to hole collapse and damage, and grouting construction is seriously affected; in order to ensure the stability of drilling, a three-open structure drilling structure is adopted, the grouting drilling 5 comprises a first-open section, a second-open section and a three-open section, a fourth system and a weathered bedrock section are used as a first-open vertical well section, stable bedrock above a key layer 21 is used as a second-open deflecting well section, and grouting reconstruction rock stratum below the key layer 21 is used as a third-open horizontal well section.
Further, in order to ensure grouting effect, the first opening section and the second opening section are all put into the wall protection sleeve, the third opening section is put into the grouting flower pipe, for example, the diameter of the grouting flower pipe is not smaller than 89mm, the first opening section and the second opening section are all put into the double-layer sleeve, for example, an N80-level petroleum sleeve is arranged in the wall protection sleeve, the double-layer sleeve wall protection is formed in weak stratum such as an upper fourth system and weathered bedrock, and the drill hole is prevented from being sheared and extruded to be damaged in the fourth system in the pushing and mining process.
Optionally, the main equipment involved in the grouting system process flow is as follows: canned ash, an ash storage tank (comprising a spiral feeder), a pulping barrel, a pulping pool, a slurry pump, a slurry conveying pipe and a drilling hole (comprising an orifice grouting device).
In addition, the grouting drilling holes 5 should be formed before the working face is extracted, the overlying strata is not affected by the extraction, the strata is complete, the hole forming efficiency is high, and in order to avoid collapse and damage of the hole wall when the working face is pushed through the drilling holes, double-layer casing walls of drilling equipment are protected.
As shown in fig. 12-16, in some embodiments, the method for reducing subsidence, grouting and reinforcing a coal mine overburden combined rock formation further comprises the steps of:
s701, performing physical and mechanical property test on the key combination layer 2 after grouting modification to evaluate the deformation resistance of the key combination layer;
it should be noted that, due to the heterogeneity of the overburden and the anisotropy of the fracture development, there may be a weak area for transformation, and after the transformation for grouting is completed, the grouting transformation effect of the key combination layer 2 should be detected by using the vertical drilling on the earth surface.
Optionally, physical and mechanical parameters of the overburden are tested by means of drilling coring, indoor test, logging, drilling television and the like, and the mechanical strength and the deformation resistance of the key combination layer 2 are calculated.
S702, judging whether the relevant area of the key combination layer 2 is a weak area according to the property test result.
That is, the critical combined layer 2 is evaluated according to the mechanical properties that the critical combined layer 2 is expected to achieve, and a determination is made as to whether the relevant area of the critical combined layer 2 is a weak area in combination with the acquired sampling data.
And S703, if yes, performing reinforcement grouting reinforcement on the weak area of the key combination layer 2.
That is, the grouting reconstruction effect does not reach the region with the design requirement, the vertical drilling can be constructed in a targeted manner, the reinforcement and grouting reconstruction can be performed, and the expected purpose of grouting reconstruction can be achieved. And calculating deformation and damage strength of the combined rock stratum during stoping according to physical and mechanical properties of the key combined layer, and analyzing and evaluating the support and subsidence reducing effect of the combined rock stratum on the overlying stratum.
As shown in fig. 13, in some embodiments, the physical and mechanical property testing of the slip-modified critical combined layer 2 includes the steps of:
s801, vertical drilling grouting is carried out on the key combination layer 2.
And grouting the vertical drilling holes by using the vertical detection drilling holes to perform grouting operation, and testing the residual cracks of the stratum.
S802, judging the physical and mechanical properties of the key combination layer 2 according to the single-hole slurry supplementing quantity of vertical drilling grouting.
And (3) evaluating the grouting transformation effect of the key combination layer 2 according to the current fracture state of the key combination layer 2, and judging the corresponding area as a weak area when the grouting amount of vertical drilling grouting is large, so that reinforcing grouting is needed.
As shown in fig. 14, in some embodiments, the physical and mechanical property test of the key composite layer 2 after grouting modification further includes the following steps:
and S901, carrying out drilling coring on the key combination layer 2.
The core drilling can subjectively observe grouting transformation effects of the key combination layer 2, performance detection can be carried out through test equipment, more effective data parameters can be obtained, for example, objective test data can be obtained through detection of deformation resistance and fracture resistance of related equipment.
S902, judging the physical and mechanical properties of the key combination layer 2 according to the coring rate of the drilling coring and the rock core RQD value.
That is, the mechanical strength of the rock sample is tested by using the drill coring, recording the coring rate and the rock core RQD, wherein the coring rate is not lower than 80%, the rock mass RQD value is not lower than 75%, and the tensile strength and the shear strength of the rock sample are not lower than the design value. Thereby judging whether the relevant area is a weak area.
As shown in fig. 15, in some embodiments, the physical and mechanical property testing of the slip-modified critical combined layer 2 includes the steps of:
s1001, logging the key combination layer 2.
Geophysical exploration logging is adopted, and geological conditions such as stratum lithology and geological structures are detected through researching and observing changes of various geophysical fields. For example, any one or a combination of a plurality of modes such as direct current exploration, alternating current exploration, gravity exploration, magnetic method exploration, seismic exploration, acoustic exploration, radioactive exploration and the like are adopted.
S1002, judging the physical and mechanical properties of the key combination layer 2 according to logging data.
And testing physical and mechanical parameters of the overburden rock through the acquired data record, calculating the mechanical strength and the deformation resistance of the key combined layer 2, and judging whether the key combined layer 2 is a weak area or not according to the mechanical strength and the deformation resistance.
For the physical and mechanical property test of the key combined layer 2 after grouting modification in the above embodiment, any mode may be selected for evaluation, or a plurality of modes may be adopted for comprehensive evaluation.
When the coal seam burying conditions and the coal mining method are determined, the mechanical property and the structural characteristic of the overburden are closely related to the broken fracture gap height of the overburden. The goaf roof rock stratum has different strength, and the stress redistribution, deformation and fracture range of the roof rock mass after mining are also different; the shear strength and the tensile strength of the roof strata influence the distribution characteristics of mining cracks, and further influence the development height of the water diversion crack zone. Accordingly, the method for reducing the settlement grouting reinforcement of the coal mine overlying strata combined strata improves the shear strength and the tensile strength of the key combined strata 2 through grouting transformation, and can reduce the height of the water guide fracture zone.
In the description of the present invention, it should be understood that the terms "center", "longitudinal", "lateral", "length", "width", "thickness", "upper", "lower", "front", "rear", "left", "right", "vertical", "horizontal", "top", "bottom", "inner", "outer", "clockwise", "counterclockwise", "axial", "radial", "circumferential", etc. indicate orientations or positional relationships based on the orientations or positional relationships shown in the drawings are merely for convenience in describing the present invention and simplifying the description, and do not indicate or imply that the device or element being referred to must have a specific orientation, be configured and operated in a specific orientation, and therefore should not be construed as limiting the present invention.
Furthermore, the terms "first," "second," and the like, are used for descriptive purposes only and are not to be construed as indicating or implying a relative importance or implicitly indicating the number of technical features indicated. Thus, a feature defining "a first" or "a second" may explicitly or implicitly include at least one such feature. In the description of the present invention, the meaning of "plurality" means at least two, for example, two, three, etc., unless specifically defined otherwise.
In the present invention, unless explicitly specified and limited otherwise, the terms "mounted," "connected," "secured," and the like are to be construed broadly, and may be, for example, fixedly connected, detachably connected, or integrally formed; may be mechanically connected, may be electrically connected or may be in communication with each other; either directly or indirectly, through intermediaries, or both, may be in communication with each other or in interaction with each other, unless expressly defined otherwise. The specific meaning of the above terms in the present invention can be understood by those of ordinary skill in the art according to the specific circumstances.
In the present invention, unless expressly stated or limited otherwise, a first feature "up" or "down" a second feature may be the first and second features in direct contact, or the first and second features in indirect contact via an intervening medium. Moreover, a first feature being "above," "over" and "on" a second feature may be a first feature being directly above or obliquely above the second feature, or simply indicating that the first feature is level higher than the second feature. The first feature being "under", "below" and "beneath" the second feature may be the first feature being directly under or obliquely below the second feature, or simply indicating that the first feature is less level than the second feature.
For purposes of this disclosure, the terms "one embodiment," "some embodiments," "example," "a particular example," or "some examples," etc., mean that a particular feature, structure, material, or characteristic described in connection with the embodiment or example is included in at least one embodiment or example of the invention. In this specification, schematic representations of the above terms are not necessarily directed to the same embodiment or example. Furthermore, the particular features, structures, materials, or characteristics described may be combined in any suitable manner in any one or more embodiments or examples. Furthermore, the different embodiments or examples described in this specification and the features of the different embodiments or examples may be combined and combined by those skilled in the art without contradiction.
It should be appreciated that various forms of the flows shown above may be used to reorder, add, or delete steps. For example, the steps described in the present invention may be performed in parallel, sequentially, or in a different order, so long as the desired results of the technical solution disclosed in the present invention can be achieved, and are not limited herein.
The above embodiments do not limit the scope of the present invention. It will be apparent to those skilled in the art that various modifications, combinations, sub-combinations and alternatives are possible, depending on design requirements and other factors. Any modifications, equivalent substitutions and improvements made within the spirit and principles of the present invention should be included in the scope of the present invention.
Claims (10)
1. The method for reducing, sinking and grouting reinforcement of the coal mine overlying rock combined rock stratum is characterized by comprising the following steps of:
exploration and exploitation of geological conditions of overlying strata of a coal bed, and acquisition of exploration data of the overlying strata;
judging the layer position of the key layer in the overburden based on the survey data;
determining a target rock stratum subjected to grouting transformation, so that a combined rock stratum to be reinforced is formed between the target rock stratum and the corresponding key layer above the target rock stratum;
and grouting modification is carried out on the combined rock stratum, so that the combined rock stratum becomes a key combined layer.
2. The method of reducing subsidence, grouting and reinforcing a coal mine overburden combined rock formation of claim 1, wherein the determining a grouting altered target rock formation further comprises:
acquiring a development range of a water guide fracture zone above the mined coal seam according to a coal seam mining mode and the survey data;
determining a proper selection area of the key combination layer according to the layer position of the key layer and the development range of the water guide fracture zone;
selecting an alternative modified rock stratum according to the crack development degree of the rock stratum in the suitable area;
and comparing grouting feasibility of each alternative reconstruction rock stratum, and determining the target rock stratum.
3. The method for reducing, precipitating and grouting reinforcement of a combined rock stratum of a coal mine overburden according to claim 2, wherein whether the key layer height of the highest horizon is greater than a first preset threshold from the mined coal seam is judged, if not, the water-guiding fracture zone is judged to develop to the key layer during working face stoping, a key combined layer is determined before working face stoping, and advanced pre-grouting reconstruction is carried out on the key combined layer;
if so, determining the key combination layer according to the acquired development range of the water-guiding fracture zone, wherein the key combination layer is positioned above the development range of the water-guiding fracture zone.
4. A method of reducing subsidence, grouting and reinforcing a coal mine overburden combined rock formation in accordance with claim 3 wherein the first predetermined threshold is determined in accordance with the following equation (7-10) M, where M is the coal seam elevation.
5. A method of reducing subsidence and grouting reinforcement for a coal mine overburden combined rock formation in accordance with any one of claims 1-4 wherein said critical combined layers include at least one layer of said target rock formation and at least one layer of said critical layer, said grouting modification of said combined rock formation including a target rock formation grouting process employing intermittent cementing filling grouting.
6. The method for reducing settlement grouting reinforcement of a coal mine overburden combined rock stratum according to claim 5, wherein whether a separation layer space exists in the key combined layer is judged according to the survey data, if so, the grouting reconstruction further comprises a separation layer space filling process, and grouting flow of the separation layer space filling process is not less than development speed of the separation layer space;
judging whether a weak interlayer exists in the key combined layer according to the survey data, and if so, performing grouting transformation further comprises a weak interlayer grouting process, wherein the weak interlayer grouting process adopts intermittent splitting grouting;
and judging whether the key layers in the key combination layers need to be reinforced or not according to the survey data, and if so, performing grouting transformation further comprises a key layer grouting process, wherein the key layer grouting process adopts intermittent cementing filling grouting.
7. The method for reducing settlement grouting reinforcement of a coal mine overburden combined rock stratum according to claim 6, wherein the single-hole grouting flow of the target rock stratum grouting process is 300-1000L/min, and the grouting pressure is not more than 5MPa;
the single-hole grouting flow rate of the weak interlayer grouting process is 100-500L/min, the fracturing pressure is 5-10 MPa, and the grouting pressure is 5-10 MPa;
the grouting pressure of the key layer grouting process is not more than 5MPa.
8. The method for reducing and grouting reinforcement of a coal mine overburden combined rock stratum according to claim 6 or 7, wherein the grouting slurry for grouting modification is cement-based composite slurry or superfine cement slurry, the 28-day uniaxial compressive strength of a slurry stone body of the grouting slurry is not less than 10MPa, the static fluidity of the grouting slurry is not less than 220mm, and the mass concentration of the grouting slurry is not more than 75%;
the grouting drilling hole in grouting transformation is a long-distance directional three-opening structure drilling hole, and the final hole diameter of the grouting drilling hole is 120mm to 150mm.
9. The method for reducing and grouting reinforcement of a coal mine overburden combined rock stratum according to claim 1, characterized in that the method for reducing and grouting reinforcement of the coal mine overburden combined rock stratum further comprises the following steps:
performing physical and mechanical property test on the key combination layer after grouting modification to evaluate the deformation resistance of the key combination layer;
and judging whether the relevant area of the key combination layer is a weak area according to the property test result, and if so, carrying out reinforcing grouting reinforcement on the weak area of the key combination layer.
10. The method for reducing subsidence, grouting and reinforcing a coal mine overburden combined rock stratum according to claim 9, wherein the physical and mechanical property test of the key combined layer after grouting modification comprises the following steps:
performing vertical drilling grouting on the key combination layer, and judging the physical and mechanical properties of the key combination layer according to single-hole grouting amount of the vertical drilling grouting;
and/or carrying out drilling coring on the key combination layer, and judging the physical and mechanical properties of the key combination layer according to the coring rate and the core RQD value of the drilling coring;
and/or logging the key combination layer, and judging the physical and mechanical properties of the key combination layer according to the logging data of the logging.
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