Method for controlling deformation of water-resistant layer

Abstract

FIELD: mining.SUBSTANCE: methods for controlling the deformation of a water-protective rock layer using a borehole or a well. The method for controlling the deformation of a water-protective layer includes drilling boreholes or holes into a water-protective layer from an underground mine working, fixing two or three cables with locks at different depths of each borehole or hole in the water-protective layer, installing deformation monitoring elements and connecting cables to them, monitoring the deformation in the form of displacement of the water-protective layer by measuring the increase or decrease in the length of cable sections between the point of their fixation and the initial measurement point, and notifying about the presence of deformation in the form of displacement. In each borehole or well, one of the cables is fixed at a depth of the minimum possible distance to the boundary of the water-saturated rock under a protective water-resistant ceiling, calculated using the formula: Lmin = hvp + [Δh], where hvp is the thickness of the protective waterproof ceiling, m; h - possible error in determining the power of the protective waterproof ceiling, m.EFFECT: control of deformation of a water-protective layer by measuring deformations of a rock mass in the lower part of the water-protective layer during tension and compression of the water-protective layer in the central and marginal parts of the displacement trough.18 cl, 9 dwg

Description

[0001] Technical field

[0002] The invention relates to mining, namely to methods for monitoring the deformation of a water-protective rock mass using a borehole or a well, in which measurements are taken of the deformation of a rock mass, leading to the formation of water-conducting cracks in the rock mass.

[0003] Technology Level

[0004] Underground mining of water-soluble rock deposits is associated with the risk of flooding of mine workings due to the presence of aquifers in the host rock or surface water bodies. A critical condition for the safe and efficient operation of a deposit with water-soluble rock is preventing the formation of a hydrodynamic connection between the water-saturated zones and underground workings. For salt mines, flooding makes underground mining impossible, as the water dissolves the salt rocks, destroying the workings. A breach in the water-permeability of the water-protective layer (WPL) occurs, in particular, due to localized displacement of the rock mass, resulting in the formation of cracks in the WPL, through which water from the water-saturated rocks located above the mined-out space penetrates into the rock mass.As a result, fresh or low-mineral waters dissolve the salt rocks and erode cracks, leading to increased water influx, flooding of the underground mine, and its collapse. An underground mine is an artificially created cavity in the earth's crust, formed as a result of mining operations and intended for exploration, extraction of minerals, transportation, ventilation, drainage, or other technological purposes. Such workings include adits, drifts, crosscuts, crosscuts, shafts, inclines, and other underground structures used in the mining industry.

[0005] When a hydraulic connection develops between water bodies and underground workings, the nature of water (brine) inflow is determined by the flow rate of the springs feeding the water body and the cross-sections of the man-made water-conducting channels. When this formation consists of strata or layers of salt rock, the cross-sections of the man-made water-conducting channels also increase due to the solubility of the salts. If the underdeveloped water body is recharged, the water influx leads to mine flooding.

[0006] Various methods are used to control the deformation of the WZT, in particular the use of boreholes to lay deep benchmarks from the earth's surface, the use of ground-based observation stations and geophysical (chemical) methods.

[0007] When using surface-based deep benchmarks, a borehole is drilled on the earth's surface, into which benchmarks are lowered to the required depth, recording the displacement of the rock mass [Pevzner M.E., Popov V.N. Mine Surveying. Moscow: Moscow State Mining University Publishing House, 2003. 419 p., p. 358]. However, potash mines impose a number of limitations on drilling boreholes for the installation of deep benchmarks. Drilling from the earth's surface to the rocks composing the WZZ is limited due to the high risk of damaging the water-retaining properties.

[0008] When using ground-based observation stations [Pevzner M.E., Popov V.N. Mine Surveying. M: Publishing House of Moscow State Mining University, 2003. 419 p., p. 363] only the surface displacement is shown, but there is no data on the processes occurring in the rock mass, therefore this monitoring method is limited by insufficient accuracy for monitoring the formation of water-conducting cracks in the WZZ.

[0009] When using geophysical (chemical) methods, samples are collected and analyzed to determine the concentration of a control substance (gas), the dynamics of which, depending on the stage of field development, determine the state of the studied section of the rock. For example, from the patent for invention RU 2300789 C1, 10.06.2007, IPC G01V 9 / 00, a method for monitoring the state of the water-protective layer at potassium salt deposits is known, which consists of creating an observation network, sequentially collecting and analyzing samples at 40 Ar. When fixing characteristic concentrations 40If Ar (volume %) exceeds the typical average statistical concentration after the start of deposit (potash seam) mining, stoppage is performed, and mining and geomechanical studies are conducted for a specific area with a predicted emergency situation. Mining and engineering measures are developed to prevent flooding of the entire potash mine field (mined-out space). The latter is implemented based on an analysis of the predicted conditions of the WZZ in zones determined by anthropogenic factors. Mining and geomechanical models (calculation schemes) are constructed for such zones, the stress-strain state of the overlying rock mass, including the WZZ, is predictively assessed, and a conclusion is reached on the feasibility (or infeasibility) of additional profiles in such zones (in excess of the number established based on the experimental design principle).The use of geophysical (chemical) methods is complicated by the complexity of the required calculations and control of possible errors in the calculation schemes.

[0010] A patent for invention RU 2627503 C1, 08.08.2017, IPC: E21C 39 / 00, describes a retrievable deep-well benchmark station. This station requires drilling a hole in the wall of a mine working, into which base benchmarks are installed. These benchmarks, using cables, act on indicators extending from the hole. When the rock mass deforms, the indicators indicate its presence, informing users within the working. As stated in the description, the benchmarks are installed at a depth no greater than the working height, meaning that deformation of the marginal rock mass is monitored to detect possible roof collapses (destruction). The marginal rock mass represents the section extending from the working contour inward, within the working's influence. When the reference station is in operation, the deformation that leads to the tension of the cable is monitored, that is, the stretching of the marginal rock mass, which leads to the collapse of the roof of the underground mine workings, is monitored.The disadvantages of this solution include the lack of control over the entire zone of influence of mining operations, the deformation of which leads to the destruction of the VZT and flooding of the mine workings, as well as the lack of control over the compression of the marginal rock mass.

[0011] Also known from invention patent RU 2744340 C1, 05.03.2021, IPC: E21C 39 / 00, is an automatic rock mass deformation monitoring system that monitors deformations occurring in the rock mass and comprises warning, data collection, reception, and transmission units, as well as an information and control device. During operation, the automatic system emits visual and acoustic signals informing about the state of the mine's marginal rock mass (acceptable, hazardous, or critical) directly at the location of the deformation monitoring unit. The data reception and transmission unit enables centralized data collection at one or more processing centers.The objective of the disclosed technical solution is to improve the safety of mining operations by creating a reliable automatic rock mass deformation monitoring system that continuously monitors the displacement of the marginal rock mass of mine workings, alerting and signaling when displacement thresholds are exceeded, leading to the collapse of the underground mine roof. A disadvantage of this solution is the lack of monitoring of the rock mass, the deformation of which leads to the violation of the water-drainage zone and flooding of the mine workings. When operating this rock mass deformation monitoring system, automatic devices for monitoring the displacement of the marginal rock mass of mine workings, disclosed in utility model patents RU 172963 U1, issued 02.08.2017 and RU 208245 U1, issued 10.12.2021, IPC E21C 39 / 00, which also monitor the deformation of the marginal rock mass, which could lead to the collapse of the roof of underground mine workings.

[0012] The closest technical solution, selected as the closest analogue of the claimed invention, is a method for determining the height of a zone of water-conducting cracks in a rock massif, known from the author's certificate SU 1084442 A1, 07.04.1984, IPC E21C 39 / 00, including determining the deformation of rocks by measuring their subsidence, upon reaching the limiting value of which the appearance of water-conducting cracks is determined, in order to improve the accuracy and the possibility of predicting a violation of the continuity of individual layers of the water-protective strata, in each layer of rocks the horizontal displacements and the rate of subsidence are measured, and the appearance of water-conducting cracks in each rock layer is determined upon reaching the limiting value of the horizontal deformation of the rocks of a given layer.The main disadvantage of the solution is the drilling of boreholes or holes and the installation of benchmarks without determining the minimum possible distance to the boundary of the water-saturated rock under the protective water-protective ceiling, as well as the lack of separate control of deformation in the form of tension or compression in different sections of the rock mass or the simultaneous control of deformation in different sections of the same rock mass of the water-protective layer.

[0013] The objectives of the present invention are to monitor workings and warn of the possibility of flooding by timely detection of the formation of water-conducting cracks in the rock mass by measuring the deformations of the rock mass in the water-protective mass and improving the quality of such measurements performed by a device for monitoring the deformation of the rock mass, as well as improving the autonomy of its operation.

[0014] Disclosure of the essence of the invention

[0015] The technical results of the present invention include monitoring the deformation of a water-protective strata by measuring the deformations of the rock mass in the lower portion of the water-protective strata, during tension and compression of the water-protective strata in the central and marginal parts of the shear trough. Additional technical results also include measuring the deformations of various rock mass layers in the water-protective strata during tension and compression, reducing the likelihood of slippage of flexible ties (cables) during deformation of the rock mass of the water-protective strata, and reducing the electrical energy consumption of electromechanical elements when using an encoder.

[0016] The specified technical result is achieved using the proposed method for monitoring the deformation of a water-protective layer, including drilling boreholes or wells into the water-protective layer through the roof of an underground mine, fixing two or three cables with locks at different depths of each borehole or well in the water-protective layer, installing deformation control elements and connecting the cables to it, monitoring the deformation in the form of displacement of the water-protective layer by measuring the increase or decrease in the length of the cable sections between the point of their fixation and the initial measurement point, notification of the presence of deformation in the form of displacement, according to the declared solution, in each borehole or well, one of the cables is fixed at a depth of the minimum possible distance to the boundary of the water-saturated rock under the protective water-protective ceiling, calculated according to the formula: L min = h вп + [Δh], where h вп- the thickness of the protective waterproof ceiling, m; Δh - the possible error in determining the thickness of the protective waterproof ceiling, m.

[0017] In this case, the axes of the drilled holes or boreholes can be located at an angle of 0-180° from the horizon of the underground mine workings.

[0018] In addition, metal spacer springs, hardening adhesive compounds or mechanical spacer devices can be used as locks to secure the cable.

[0019] Metal cables, metal cables in a polymer sheath, or cables made of polymer or composite materials can also be used as cables.

[0020] Mainly after fixing the cable with a lock at a given depth of the borehole or well in the water-protective layer, it is constantly tensioned, as well as wound and unwound during the work process by increasing or decreasing the length of the controlled section of the cable.

[0021] In this case, the deformation control element can be installed near or above the mouth of the borehole or well.

[0022] In addition, the deformation control element may include an electromechanical element.

[0023] Measurements of the increase or decrease in the length of a flexible connection segment can be performed using an electromechanical element. The starting point of the measurement can be the point of contact between the electromechanical element and the flexible connection. The electromechanical element can be an encoder, potentiometer, capacitive sensor, electromagnetic coil, or a core-controlled change in its inductance. When measuring the increase or decrease in length of a flexible connection segment using an electromechanical element, additional pressure can be applied to the flexible connection against the moving part of the electromechanical element.

[0024] The deformation control element mainly processes deformation information received from the electromechanical element and transmits it via the transmitting and receiving unit or accumulates it via the flash memory module.

[0025] The deformation control element can notify about the presence of deformation in the form of stretching or compression of the waterproofing layer using a receiving and transmitting unit, by means of wireless and / or wired communication and / or by means of an audible signal using an alarm unit, and / or by means of a light signal using an alarm unit, or by means of a visual marker with an electric drive.

[0026] Also, the deformation control element can be provided with autonomous or external power supply using a power supply.

[0027] In addition, separate strain monitoring in the form of tension or compression in different sections of the rock mass can be performed in a single borehole or borehole by measuring the increase or decrease in the length of the corresponding flexible tie segment between its fixation point and the initial measurement point. Also, in a single borehole or borehole, simultaneous strain monitoring of different sections of the same rock mass of the water-protective strata can be performed by performing tension monitoring of both sections, tension monitoring of the first section and compression monitoring of the second section, compression monitoring of the first section and tension monitoring of the second section, or compression monitoring of the first section and tension monitoring of the second section.

[0028] In addition, the tensile and compressive deformations in the waterproofing layers can be controlled in the vertical and / or horizontal directions.

[0029] The areas where water-conducting cracks are formed can also be identified.

[0030] Unlike its closest analogue, the proposed method determines the minimum possible distance to the boundary of the water-saturated rock under the protective water-protective ceiling, and also carries out separate control of deformation in the form of tension or compression in different sections of the rock mass or simultaneous control of deformation of different sections of the same rock mass of the water-protective layer.

[0031] The curvature is calculated using the method described above based on the defined deformations. It is compared with the limiting value determined for specific geological conditions.

[0032] Water-conducting cracks occur in underworked rock massifs when the curvature reaches a certain limit. In conditions with unknown rock movement patterns and for new deposits, this parameter is determined using measured deformations using this method.

[0033] The boundary curvature is determined by measurements in boreholes drilled at various angles (from 0 to 360°) and by decomposing the displacements in inclined boreholes into vectors. Cracks are tested for water conductivity by injecting water or air into an adjacent test hole. The boundary of water-conducting cracks is determined by the results of displacements of benchmarks in the borehole.

[0034] Brief description of figures

[0035] Figure 1 shows a general diagram of a vertical section of a mining operation site with the location of rock mass layers and vertical flexible ties.

[0036] Figure 2 shows a general diagram of a vertical section of a mining operation site with the location of settled layers of rock mass with zones of formation of vertical and horizontal cracks and the location of vertical flexible ties.

[0037] Figure 3 shows a diagram of the installation of flexible connections in a well located vertically in a rock mass.

[0038] Figure 4 shows a diagram of the installation of flexible ties in a borehole located vertically in a rock mass undergoing deformation.

[0039] Figure 5 shows a general diagram of a vertical section of a mining operation site with the location of rock mass layers and flexible ties located at an angle from the horizon to the surface of the underground mine workings.

[0040] Figure 6 shows a general diagram of a vertical section of a mining operation site with the location of settled layers of rock mass with zones of formation of vertical and horizontal cracks, and flexible connections located at an angle from the horizon to the surface of the underground mine workings.

[0041] Figure 7 shows a diagram of the installation of flexible ties located at an angle from the horizon to the surface of an underground mine working in a rock mass.

[0042] Figure 8 shows a diagram of the installation of flexible ties located at an angle from the horizon to the surface of an underground mine working in a rock mass undergoing deformation with vertical and horizontal cracks formed.

[0043] Figure 9 is a functional diagram of the deformation control element.

[0044] Implementation of the invention

[0045] The proposed invention is explained by two examples of the implementation of the method for controlling the deformation of a water-protective layer, the first example is shown in Figures 1-4, the second example is shown in Figures 5-8, however, the given examples are not the only possible ones, but clearly demonstrate the possibility of achieving the essential features of the declared technical result with this set.

[0046] The first example of the implementation of the proposed method for monitoring the deformation of the water-protective layer, shown in Figures 1-4, includes drilling wells 103 (shown in Figures 3 and 4) into the roof of the mine workings 101 in the rock mass 102, the axes of which are located at an angle of 90° (vertically) to the surface of the roof of the mine workings 101.

[0047] Fixing at the specified depths of each borehole 103 in the rock mass 102 of flexible ties in the form of three metal cables 104 using locks - metal spacer springs (not shown in the figures). In this case, the specified depth of the boreholes 103 (schematically indicated in figures 3 and 4) in the water-protective layer 105 (schematically indicated in figures 1 and 2 as the indication "VZT") and, accordingly, drilling of the boreholes 103 in the rock mass 102 under the protective water-protective ceiling 106 was determined based on the minimum possible distance (indicated in figures 1 and 2 as the indication L min) to the boundary of the waterlogged rock 107, calculated using the formula: L min = h вп + [Δh], where h вп - the thickness of the protective water-protective ceiling 106, determined by the regulatory document of the deposit, Δh - the possible error in determining the thickness of the protective water-protective ceiling 106, which depends on the applied method of geophysical exploration, the depth of development and the radiation frequency.

[0048] Installation of deformation control elements 108 near each borehole 103, including three electromechanical elements (not shown in the figures), each of which is connected to one of the three metal cables 104. Deformation control in the form of displacement of the rock mass 102 is carried out in the water-protective layer 105 by measuring with electromechanical elements the increase or decrease in the lengths of sections of the metal cables 104 between the points of their fixation and the initial points of measurement, which are taken as the points of contact of the electromechanical elements with the metal cables 104. Figures 3 and 4 show diagrams of the installation of metal cables 104 in boreholes 103 located vertically in the rock mass 102, before (Fig. 3) and after (Fig. 4) the manifestation of deformation of the rock mass 102. In this case, as shown as an example in Figure 3, the distances L1, L2 and L3 (Fig.3), in the presence of weak rocks in the interval L2 in a particular case, change in Figure 4 in L'1, L'2 and L'3 in the following ratios: L1 < L'1 due to local extension of the rock massif 102, L2 > L'2 due to its compression and L3 < L'3 due to its extension. Based on monitoring the said vertical extension and compression of the water-protective layer 105 of the rock massif 102, the numerical values ​​of the formed horizontal water-conducting cracks 109 are directly calculated and determined (Fig. 2), and based on a comparison of the numerical values ​​of the displacements of the rock massif 102 in different boreholes 103, the probable values ​​of the vertical or inclined water-conducting cracks 110 are calculated (Fig. 2). In this case, Figure 2 shows the zone of possible fracturing above the mined-out space 111.

[0049] The permissible height of the zone of possible fracturing 111 at which there is no hydraulic connection between the water-saturated rocks and underground mine workings (schematically indicated in Figure 2 as the indication “Нд”) is calculated using the formula: Нд = ВЗТ - L min , where VZT is the thickness of the water-protective layer, L min - minimum possible distance to the boundary of waterlogged rock 107.

[0050] The deformation monitoring elements 108 notify of the presence of deformation in the form of displacement of the rock mass 102 using a receiving and transmitting unit and an alarm unit (not shown in the figures). The deformation monitoring elements 108 operate within a single workings monitoring system (not shown in the figures), the data from which is displayed in real time on the operator's control panel (not shown in the figures). Each deformation monitoring element 108 can also operate independently, storing all information about the monitored portion of the rock mass 102 and providing it upon request.

[0051] A particular technical result achieved by the first example of the present invention is the control of deformations of the water-protective layer in the form of calculated values ​​of formed water-conducting cracks in various layers of the rock mass, and the calculation of the boundary values ​​of curvature at which water-conducting cracks were formed.

[0052] The formation of water-conducting cracks in rock mass 102 is determined by sealing the wellhead and pumping air or liquid into a test well (not shown in the figures). The formation of water-conducting cracks is determined based on the pressure drop on the pressure gauge in the pump-well system. The height of the actual water-conducting cracks is determined by the movement of metal cables 104 and by measurements with the deformation control element 108. If water-conducting cracks are detected, the installation level of the outermost metal cable 104, at which no displacement is detected, is taken as the boundary of their formation. The calculated curvature values ​​at these intervals are then used to determine the boundary curvature values ​​at which water-conducting cracks occurred.

[0053] The second example of the implementation of the proposed method for monitoring the deformation of a water-protective layer, shown in Figures 5-8, includes drilling from an underground mine working 201, located in a water-protective layer, in a rock mass 202 of wells 203 (shown in Figures 7 and 8), the axes of which are located at different angles in the range from 0 to 180° relative to the horizon.

[0054] Fixing at the specified depths of each borehole 203 in the rock massif of flexible ties in the form of three metal cables 204 using metal spacer springs (not shown in the figures). In this case, the width of the zone of possible location of boreholes 203 (schematically indicated in figures 7 and 8) in the water-protective layer 205 (schematically indicated in figures 5 and 6 in the form of the indication "VZT") and, accordingly, drilling of boreholes 203 in the rock massif 202 under the protective water-protective ceiling 206 was determined based on the minimum possible distance (indicated in figures 5 and 6 in the form of the indication "L min») to the boundary of the waterlogged rock 207, calculated using the formula: L min = h вп + [Δh], where h вп - the thickness of the protective water-protective ceiling 206, determined by the regulatory document of the deposit, Δh - the possible error in determining the height of the protective water-protective ceiling 206, which depends on the applied method of geophysical exploration, the depth of development and the radiation frequency.

[0055] Installation of deformation control elements 208 (Figures 5-8 schematically show the installation location of 5 such elements) near boreholes 203, including three electromechanical elements (not shown in the figures), each of which is connected to one of the three metal cables 204. Deformation control in the form of displacement of the rock mass 202 is carried out in the water-protective layer 205 by measuring with electromechanical elements the increase or decrease in the lengths of sections of the metal cables 204 between the points of their fixation and the initial points of measurement, which are taken as the points of contact of the electromechanical elements with the metal cables 204. Figures 7 and 8 show a diagram of the installation of metal cables 204 in borehole 203, located at an angle to the surface of the roof of underground mine workings 201 in the rock mass 202, before (Fig. 7) and after (Fig. 8) the appearance of deformation rock massif 202. In this case, as shown as an example in Figure 7, the distances L1, L2 and L3 (Fig.3), in a particular case, change in figure 8 in L'1, L'2 and L'3 in the following ratios: L1 > L'1, L2 > L'2 and L3 > L'3 due to a decrease in the lengths of the metal cables due to displacements in the subsidence trough. Based on monitoring the said horizontal tension and compression of the water-protective layer 205 of the rock mass 202 by decomposing the change in the lengths of the metal cables 204 into vectors, the numerical values ​​of the opening of the formed vertical and water-conducting cracks 209 (Fig. 6 and Fig. 8) and also the horizontal water-conducting cracks 210 (Fig. 6 and Fig. 8) are determined. In this case, the calculation of the values ​​takes into account the changes in the distances L1, L2, and L3 (the lengths of the metal cables 204) and the angles to the roof surface of the underground mine working 201 in the rock mass 202. Furthermore, Figure 6 shows the zone of possible fracturing above the mined-out space 211.

[0056] The permissible height of the zone of possible fracturing 211, at which there is no hydraulic connection between the water-saturated rocks and underground mine workings (schematically indicated in Figure 2 as the indication “Нд”), is calculated using the formula: Нд = ВЗТ - L min , where VZT is the thickness of the water-protective layer, L min - minimum possible distance to the boundary of waterlogged rock 207.

[0057] Strain control elements 208 notify of the presence of strain in the form of displacement of rock mass 202, leading to vertical extension or compression of water-protective layer 205, using a receiving and transmitting unit and an alarm unit (not shown in the figures). Strain control elements 208 operate within a single production monitoring system (not shown in the figures), the data of which is displayed on the operator console in real time. Each strain control element 208 can also operate independently, storing all information about the monitored portion of rock mass 202 and providing it upon request.

[0058] A particular technical result achieved by the second example of the present invention is the control of the deformation of the water-protective layer in the form of calculated values ​​of formed horizontal, vertical or inclined to the vertical water-conducting cracks, and the calculation of the boundary values ​​of curvature at which water-conducting cracks were formed.

[0059] The formation of water-conducting cracks in rock mass 202 is determined by sealing the wellhead and pumping air or liquid into a test well (not shown in the figures). The formation of water-conducting cracks is determined based on the pressure drop on the pressure gauge in the pump-well system. The height of the actual water-conducting cracks is determined by the movement of metal cables 204 and measurements by the deformation control element 208. If water-conducting cracks are detected, the installation level of the outermost metal cable 204, at which no displacement is detected, is taken as the boundary of their formation. The calculated curvature values ​​at these intervals are then used to determine the boundary curvature values ​​at which water-conducting cracks occurred.

[0060] The following applies to both examples:

[0061] The primary locations of possible fracturing of the WZT massif are determined on the basis of the existing model of rock mass deformation and on the basis of numerical methods.

[0062] The axes of boreholes 103 and 203 are positioned at an angle of 0-360° from the underground working horizon in rock masses 102 and 202, determined by the monitoring program. In the case of multiple working horizons, monitoring can be performed from the upper to the lower working horizon by appropriately positioning the boreholes.

[0063] Fixing the flexible ties with a lock at a given well depth in the water-protective layer 105 and 205 can also be carried out using hardening adhesive compounds or mechanical spacers, which is selected depending on the mining and geological conditions and the availability of the materials used.

[0064] Instead of metal cables 104 and 204, metal cables in a polymer sheath, or cables made of polymer or composite materials can be used, which is selected depending on the mining and geological conditions and the availability of the materials used.

[0065] Preferably, after the metal cables 104 and 204 are fixed at a predetermined depth in the water-protective strata 105 and 205, they are continuously tensioned using spring-loaded winding mechanisms (not shown in the figures). The cables 104 and 204 are also wound and unwound during operation, increasing or decreasing the length of the monitored section during the expansion or compression of the water-protective strata 105 and 205 of the rock mass 102 and 202.

[0066] In this case, the deformation control elements 108 and 208 can be located above the wellhead 103 and 203, which is selected based on their locations on the roof surface of the underground mine workings 101 and 201 and the design of the cable outlet 104 and 204.

[0067] The type of electromechanical elements used can be selected based on the design specifications and system autonomy requirements. The use of encoders allows for high measurement accuracy, is less susceptible to mechanical wear, and reduces electrical current consumption when using energy-efficient modes.

[0068] When measuring the increase or decrease in the length of a section of a flexible connection using an electromechanical element, additional pressure (not shown in the figures) of the flexible connection can be provided to the movable part (not shown in the figures) of the electromechanical element, which leads to a decrease in the likelihood of slippage of the flexible connections (cables) on the contacting part of the electromechanical element during deformation of the rock mass of the water-protective layer.

[0069] The deformation control elements 108 and 208 process the information on the deformation of the rock massifs 102 and 202 received from the electromechanical elements (not shown in the figures) and transmit it using the receiving and transmitting units (not shown in the figures) via a wired communication to the unified workings control system (not shown in the figures), and also accumulate the information using flash memory modules (not shown in the figures) and transmit it via a wireless communication at the request of the user located in the underground mine workings near the corresponding deformation control elements 108 and 208. Optionally, the deformation control elements 108 and 208 can notify of critical deformations in the water-protective layer 105 and 205 of the rock massifs 102 and 202 by means of sound and light signals, or by means of a visual marker with an electric drive (not shown in the figures).

[0070] Also, external wired power supply (not shown in the figures) is provided to the deformation control elements 108 and 208 using a power supply unit, to which autonomous power sources can also be connected - batteries, accumulators (not shown in the figures).

[0071] Obtaining separate information about different (layers) of rock massifs 102 and 202 allows us to calculate (model) the formation of horizontal, vertical or inclined to the vertical water-conducting cracks.

[0072] Figure 9 shows a functional diagram of the deformation control element, which coincides with the elements 108 and 208 designated in Figures 1-8. Thus, Figure 9 shows a microcontroller 301, to which the following elements are electrically connected: encoders 302, power supply 303, real-time module 304, Flash memory module 305 (for which an SD card is used), control elements 306 (on / off buttons, measurement reset button), display 307. The layout and implementation of the specified deformation control element can be changed based on the number of electromechanical elements (encoders 302), the requirement for the presence of display 307, power supply 303 with or without a battery, the presence of Flash memory module 305, etc., and is determined at the design stage of the required deformation control system.The operation of the 301 microcontroller is carried out using software for interfacing all elements and interpreting incoming signals and information, as well as transmitting processed information to the production control system.

[0073] The 301 microcontroller supports wired and wireless data transmission, allowing the device to connect to a local network or exchange information with other gadgets.

[0074] Reliable information about the occurrence of horizontal, vertical, or inclined water-conducting cracks allows for highly accurate prediction of potential mine flooding, as well as the prevention of catastrophic consequences, rock bursts, and other geodynamic phenomena; adjustment of mining technology and reduction of economic losses; development of early warning systems; prediction of critical displacements; refinement of rock behavior models; and efficient use of resources.

[0075] The invention can be implemented using existing production means and known technological processes and materials.

Claims

1. A method for monitoring deformation of a water-protective stratum, which includes drilling boreholes or holes into the water-protective stratum from an underground mine working, fixing two or three cables with locks at different depths of each borehole or hole in the water-protective stratum, installing deformation monitoring elements and connecting the cables to them, monitoring deformation in the form of displacement of the water-protective stratum by measuring the increase or decrease in the length of sections of cables between the point of their fixation and the initial point of measurement, notification of the presence of deformation in the form of displacement, characterized in that in each borehole or hole one of the cables is fixed at a depth of the minimum possible distance to the boundary of the water-saturated rock under the protective water-protective ceiling, calculated according to the formula: L min = h вп + [Δh], where h вп - capacity of the protective waterproof ceiling, m; Δh – possible error in determining the power of the protective waterproof ceiling, m.

2. The method according to paragraph 1, characterized in that the axes of the drilled holes or boreholes are located at an angle of 0-180° from the horizon of the underground mine working.

3. The method according to paragraph 1, characterized in that metal spacer springs, hardening adhesive compounds, or mechanical spacer devices are used as locks for securing the cable.

4. The method according to paragraph 1, characterized in that metal cables, metal cables in a polymer sheath, or cables made of polymer or composite materials are used as cables.

5. The method according to paragraph 1, characterized in that after fixing the lock at a given depth of the borehole or hole in the water-protective layer of the cable, it is constantly tensioned, as well as wound and unwound during the work process by increasing or decreasing the length of the controlled section of the cable.

6. The method according to paragraph 1, characterized in that the deformation control element is installed near or above the mouth of the borehole or well.

7. The method according to claim 1, characterized in that the deformation control element includes an electromechanical element.

8. The method according to paragraph 7, characterized in that the measurement of the increase or decrease in the length of a section of cable is carried out using an electromechanical element.

9. The method according to paragraph 8, characterized in that the starting point of measurement is taken to be the point of contact of the electromechanical element with the cable.

10. The method according to paragraph 8, characterized in that encoders, potentiometers, capacitive sensors, electromagnetic coils with the ability to measure the inductance of their cores are used as the electromechanical element.

11. The method according to paragraph 10, characterized in that when measuring the increase or decrease in the length of a section of a cable using an electromechanical element, additional pressure is provided on the cable against the movable part of the electromechanical element.

12. The method according to paragraph 7, characterized in that the deformation control element processes information about the deformation received from the electromechanical element, transmits it using a receiving and transmitting unit, or accumulates it using a flash memory module.

13. The method according to paragraph 1, characterized in that the deformation control element notifies of the presence of deformation in the form of stretching or compression of the waterproofing layer using a receiving and transmitting unit, by means of wireless and / or wired communication, and / or by means of an audible signal using an alarm unit, and / or by means of a light signal using an alarm unit, or by means of a visual marker with an electric drive.

14. The method according to paragraph 1, characterized in that the deformation control element is provided with an autonomous or external power supply using a power supply unit.

15. The method according to paragraph 1, characterized in that in one borehole or borehole, separate control of deformation in the form of tension or compression is carried out in different sections of the rock mass by measuring the increase or decrease in the length of the corresponding section of the flexible connection between the point of its fixation and the initial measurement point.

16. The method according to paragraph 1, characterized in that in one borehole or borehole, simultaneous control of the deformation of different sections of the same rock mass of the water-protective layer is carried out in the form of stretching of both sections, or stretching of the first section and compression of the second section, or compression of the first section and stretching of the second, or compression of the first and second sections.

17. The method according to paragraph 1, characterized in that the tensile and compressive deformations in the layers of the water-protective layer are controlled in the vertical and / or horizontal directions.

18. The method according to paragraph 1, characterized in that the areas of formation of the zone of water-conducting cracks are determined.

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