WO2020046175A1

WO2020046175A1 - Mine shaft construction method and shaft sinking machine

Info

Publication number: WO2020046175A1
Application number: PCT/RU2019/000595
Authority: WO
Inventors: Евгений Анатольевич АВЕРИН; Виктор Васильевич АНТИПОВ; Юрий Васильевич АНТИПОВ; Юрий Николаевич НАУМОВ; Анатолий Данилович СМЫЧНИК
Original assignee: Общество с ограниченной ответственностью "Скуратовский опытно-экспериментальный завод"
Priority date: 2018-08-28
Filing date: 2019-08-26
Publication date: 2020-03-05
Also published as: EP3845738A4; EP3845738A1; RU2685365C1

Abstract

The invention relates to the field of mining. The claimed method involves installing a lining at a distance from the shaft bottom not less than the level of theoretical stabilization of the permanent deformation of the rock walls, which is determined by the nature of the change in the deformations of the walls. For this purpose, at a single point directly at the shaft bottom, a reference initial position of a rock wall of the shaft is registered and, as the shaft is sunk to a given level, the deformations of the rock wall relative to its reference initial position are measured, whereupon the nature of the change in the deformations of the walls is determined. The load on the lining is determined according to the current magnitude of deformation at the level of theoretical stabilization of the permanent deformation of the rock walls of the shaft based on the determined nature of the deformation of its walls. The claimed machine includes: a mounting frame for installing a lining; a bottom frame; and a shielding and bracing casing in the form of stop boards, wherein displacement sensors are disposed between one stop board and one or both of the frames and/or between two adjacent stop boards. A control system includes a unit for processing measuring results which generates an ordinate of the level of theoretical stabilization of the permanent deformation of the rock walls from the shaft bottom, and a unit for controlling the mode in which the cross-section of the shaft is worked by a working member. The technical result lies in providing the reliability and safety of mine shaft construction operations.

Description

METHOD FOR MINE SHAFT CONSTRUCTION

AND STEMBROWN HARVESTER

The group of inventions relates to the field of mining, namely to the technology of construction of vertical shaft shafts of mining enterprises and mining equipment for its implementation.

The construction of mine workings and underground structures leads to the disruption of the balance existing in the mass of rocks. In the vicinity of outcrops, deformation and destruction of rocks occur. The normal and safe operation of mining operations and underground structures is ensured by the lining, which prevents displacements and collapse of rocks inside the workings. Displaced rocks meet its resistance, lining interacts with the rock mass, as a result of which a new equilibrium state is established. The magnitude of the stresses arising at the contact of the lining with the massif and the displacement of the rocks depend both on the properties and initial stress state of the rocks, and on the type of structure, mechanical characteristics of the lining and the technology of its construction [Bulychev N.S. The mechanics of underground structures. Textbook for high schools. - M., Nedra, 1982, 270 pp.]. By tradition, the voltage at the contact of the lining with an array of rocks is often called the load on the lining.

It is obvious that the stress-strain state of the rock mass in the equilibrium state is static. But during the construction of the trunk there is a partial unloading of its surface from radial stresses, which causes elastic deformation and displacement of the rocks inside the mine. Moreover, the pressure on the lining due to the creep of rocks caused by this process develops over time and depends on the history of loading, that is, on the sequence and duration of technological operations. Moreover, immediately near the slope, the change in stresses and, as a consequence, the deformation of the walls of the wall are most intense. There is little a slight increment of the function argument leads to a substantial increase in the value of the function. However, as you move away from the bottom, the function becomes flatter (tends to a straight line), that is, even augmented increment of the argument does not lead to a significant increase in the value of the function. In relation to the problem under consideration, the smoothing of the function under the given conditions means the conditional stabilization of the convergence of the rock walls.

It has been experimentally established that during the period of trunk penetration, the load on the lining sharply increases. So, for example, during the erection of a monolithic concrete lining following the movement of the bottom, significant deformations arise due to the convergence of the enclosing rocks, which adversely affect the not yet completely hardened lining and lead to its deformation or destruction. To reduce the existing stresses in the lining, it is necessary that it be at a certain distance from the bottom and be loaded within the normative strength [V. Bolyusov, S, A. Rybak, I. A. Ozornin. On the issue of holding trunks in a tectonically-stressed mountain range // Mountain Information and Analytical Bulletin (scientific and technical journal). - 2014. - Ne 10. - S. 163-171]. At the same time, the lining does not necessarily immediately have the maximum bearing capacity for it, but on the contrary, as a rule, it takes some time to acquire the necessary strength. Similar processes, albeit to a lesser extent, are also characteristic of tubing lining, mainly due to the need to grout the tubing space. The nature and duration of the support acquired for its standard strength depends on the properties and type of support.

It is important that at the initial moment of installation (installation) of the lining, the load on it does not exceed its initial strength and with further penetration, the increasing stresses also do not exceed the load-bearing capacity of the lining, which she managed to acquire at this moment. Taking into account that creep deformations are caused only by additional (removable) stresses, it is caused by By constructing the trunk (see Bulychev NS, Mechanics of Underground Structures), the calculation should take into account not the complete, but the residual deformation (at the level of conditional stabilization of the residual deformation of the rock walls). That is, such a deformation that arises as a result of the manifestation of additional stresses when the distance from the bottom is incremented by a conventional value (conventional unit). The distance from the bottom where the residual deformation does not exceed the value of the current bearing capacity of the lining of a given type with known properties under given mining conditions is the level of conditional stabilization of the residual deformation of the rock walls.

Known step-multi-layer support [Description of the utility model to the patent of the Russian Federation No 134216 from 04/23/2013, IPC E21D 1 1/00, E21D 5/00, publ. 10.1 01.2013, Bull. No. 31], which is successively applied to the fixed rock outcrops and to each other by layers of fixing material (concrete, reinforced concrete, spray concrete, polymers), the number and / or thickness of step layers being smaller in the direction of the bottom of the mine, and the number of layers is equal to the number - a beam of steps, with the length of each layer sequentially applied after the next bottom slaughter, equal to the length of the zone of the restraining influence of the bottom, and the length of the step in the layer is equal to the length of the next bottom slope.

The disadvantage of this lining is a rather narrow scope. For example, under conditions of strong convergence of the rock walls, the layers closest to the bottom, having a small thickness, will deform, not having time to gain strength sufficient to counter the generated stresses. Thus, the area of application of the lining should be limited to relatively stable rocks at sites with well-known geology and well-developed technology for mining. In other conditions, the use of this technical solution is unsafe and reduces the reliability and durability of the shaft.

A known method of sinking vertical shaft shafts in- watery unstable rocks [Description of the invention to the patent of the Russian Federation N 2398967 from 07.23.2009, IPC E21D 1/00, E21D 1/12, publ. 07/10/2010, Bull. NQ 25], including freezing rocks and drilling and blasting operations, while drilling and blasting operations determine the position zone of the face with the maximum possible force of elastic waves acting on the freezing columns relative to the contact boundaries of two rocks with different physical and mechanical properties, after which rocks are destroyed in these zones in a mode that provides stresses in freezing columns created by elastic waves equal to or less than the maximum allowable value.

The disadvantage of this method is that it is strictly linked to the technology of rock freezing, which narrows the scope of its application. In addition, in the method under consideration, the blasting method is used as the main method of rock destruction, which has a number of significant drawbacks, among which stand out low productivity, danger, and the fundamental impossibility of accurately determining the nature and magnitude of deformation of the work, that is, the safety of the freezing columns in the case of the drilling and blasting method cannot be guaranteed. This, in turn, reduces the reliability, safety, and economic viability of sinking.

A known method of sinking deep shaft shafts in weak flooded rocks [Description of the invention to the USSR copyright certificate N 1126698 of 09/29/1983, IPC E21D 1/12, publ. 30.1 1.1984, Bull. NQ 44], which includes preliminary determination of the elastic and strength characteristics of rocks in a frozen state, artificial freezing of rocks to create a temporary ice-rock enclosure, penetration of the trunk by sunset and erection of lining, while the size of the ice-rock enclosure is controlled in such a way that it is drilled so that it did not exceed a predetermined limit value, depending on the thickness of the ice rock fencing, sunset, rock pressure, rheological parameters of the frozen rock mass and some technological features. Upon reaching the maximum displacement of the ice-rock fence, a permanent support is erected.

The disadvantage of this method is the narrow scope, due to binding to the technology of freezing rocks. In addition, to implement the method, it is necessary to first determine in laboratory conditions the characteristics of rocks in a frozen state, which also translates into the need for a detailed study of the geology of the object, without which the method cannot be considered safe, and the constructed shaft mine - reliable and durable.

A known method of driving a shaft shaft [Description of the invention to the USSR copyright certificate Ns 1286774 from 08.20.1985, IPC E21D 1/00, E 1D 1/12, publ. 01/30/1987, Bull. Ns 4], including the formation of an ice-rock enclosure using freezing columns placed behind the trunk contour, a cyclic bottom hole by the entry value, installation of lining within the insertion after determining the moment of the beginning of the decrease in the bearing capacity of the ice-rock enclosure, which is determined using acoustic sensors - mats placed in pre-drilled holes in an ice-rock fence by observing the development of a plastic region in the ice-rock fence, and the moment of the beginning of the decline her ability ledoporodnogo fence determine how to achieve moments of the plastic zone freezing columns.

The disadvantage of this method is the narrow scope due to binding to the technology of freezing the massif, as well as the need for preliminary operations (drilling holes for placement of acoustic sensors), which reduces the productivity of work, as well as the availability of additional instruments and devices for conducting numerous measurements.

A known method of measuring the loading of a vertical trunk [Description of the invention to the USSR copyright certificate Ns 1288302 from 12.30.1984, IPC E21D 5/00, publ. 02/07/1987, Bull. Ne 5], which consists in assessing the difference in the intensity of deformations at the moment of tearing off the formwork and the end of concrete setting and comparing this value with an acceptable value.

The disadvantage of this method is the need for additional equipment for measurements. In addition, the loading of the trunk is determined after fixing the workings, that is, there is no possibility of a quick response to emergency situations. Thus, the method is applicable for mining operations at sites with well-known geology and proven mining technology.

A known method of constructing a vertical mine by drilling and blasting (Description of the invention to RF patent NQ 2493367 dated 07/06/2012, IPC E21D 1/03, publ. 09/20/2013, Bull. Ns 26], including drilling soil or rock using a drilling unit on a manipulator, blasting rocks, excavating soil or rock using a bucket, building a tubing lining using a self-propelled tunneling tunnel.

The disadvantage of this method is the use of drilling and blasting technology for the destruction of rocks, which reduces the reliability, safety and economic efficiency of tunneling. As a rule, real and similar technologies are developed for theoretical, refined driving conditions, which do not take into account, in particular, the non-horizontal formations of rock formations with different physicomechanical properties, when the trunk passes through adjacent easily deformable and very stable rocks or through their pronounced oblique arrangement. The lining erected under such geological conditions experiences a peculiar load and is potentially subject to premature wear.

A well-known stem boring combine, comprising a mounting frame for the construction of reinforcing lining and a bottomhole frame, shield spacer malleable shell in the form of a number of installed along to the meter of the mounting and bottomhole frame of the sandor, associated with them by means of expansion hydraulic jacks, an executive body for processing the cross-section (diameter) of the barrel, made with the possibility of axial and radial movement relative to the bottomhole frame, and a control system [Description of the invention to the RF patent N 2600807 from 09/29/2015, IPC E21D 1/03, publ. 10/27/2016, Bull. Na 30].

The disadvantage of the combine is the inability to control the process of erecting reinforcing tubing and / or concrete supports depending on the operational changes in mining and geological conditions or when they do not correspond to previously performed geological surveys.

The task to which the group of inventions is aimed and the technical result achieved is to increase the reliability and safety of the construction of resource-intensive and complex engineering structures, such as mine shafts, in a wide range of geological conditions - from easily deformable to very stable rocks, including within the framework of one geological horizon, and specific technological features of mining operations, such as, for example, the presence or absence of preliminary Morozka stem, the presence of the primary roof support and / or anchoring et al. This eliminates the task of improving the exploitation translational reliability and performance of the shaft penetration, reduced resource consumption of mining.

To solve the problem and achieve the claimed technical result in the method of constructing a shaft shaft, including mechanized development of the face, the construction of temporary support and the further construction of a permanent support with a backlog from the face of the face by an amount not lower than the level of conditional stabilization of the residual deformation of the rock walls, with where the load on the lining does not exceed the current bearing capacity of the lining, the level of conditional stabilization of the residual deformation of the rock walls, at which the load on the lining does not exceed yshaet its current carrying capacity determine the nature of changes in the deformation of the rock walls, for which directly at the bottom of the face, at least at one point, fix the conditionally initial position of the rock wall of the trunk and, as the barrel deepens to a predetermined level, measure at least one the wall with respect to its conditionally initial position, after which the nature of the change in the deformation of the rock walls of the trunk in height from the level of fixation of the conditionally initial position of the barrel wall, and the load on the lining is determined Share on the current strain value at the level of conditional stabilization of the residual deformation of the rock walls based on the established nature of the deformation of the barrel walls.

Besides:

- a change in the deformation of the pedigree walls is defined as the difference in trunk diameters at the bottom of the bottom face at the conditionally initial position of the stem wall of the trunk and at a given level;

- a change in deformations of the pedigree walls is defined as the difference in the perimeters of the trunk at the level of the conditionally initial position of the breed wall of the trunk at the bottom of the face and at a given level;

- the conditionally initial position of the pedigree wall of the trunk is fixed at the bottom of the face by assigning the diameter of its processing;

- measurements of deformations of the rock walls are made at a given level simultaneously at several points along the perimeter of the cross section of the trunk and the nature of the change in the deformation of the rock walls of the barrel at a point with maximum deformation is established.

To solve the problem and achieve the claimed technical result in a shaft-boring combine, including an assembly frame for erecting lining and a bottomhole frame, a shield expansion sleeve, a flexible shell in the form of a series of sandor installed around the bottom of the bottomhole frame, connected with them by means of hydraulic jacks, an executive body processing the cross-section of the barrel, made with the possibility of at least radial movement relative to the bottomhole frame, and a control system at least one shandora and one of the frames or both frames and / or at least between two adjacent shandors are displacement measuring sensors, and the control system includes a unit for processing the measurement result, forming ordinate the level of conditional stabilization of the residual deformation of the rock walls from the bottom of the face, while the control system includes a control unit for processing the trunk cross section by the executive body.

In addition, at least a portion of the displacement measuring sensors are located on or integrated into the hydraulic jacks.

The group of inventions is illustrated by a drawing, which shows a general view of a stem-boring combine in the bottom of a shaft with a diagram of stabilization of its rock walls.

In the present description, terms are used that require special explanation.

The term “level of conditional stabilization of the residual deformation of the rock walls _” should be understood as the level at which the load on the lining due to deformations of the rock walls resulting from tunneling will not exceed the current bearing capacity of the lining.

The term _“ predetermined level of the wellbore depth” should be understood to mean the movement of the tunneling harvester in the axial direction into the depth of the trunk by the value of the face processing step, which, as a rule, is taken as a multiple of the height of the working body.

The stem-boring combine includes a mounting frame 1 for erecting a temporary (conditionally not shown) and permanent support 2 and a bottomhole frame 3, shield malleable sheath in the form of a series of sandord 4 installed around the perimeter of the bottomhole frame, connected with them by means of hydraulic jacks 5, an executive body 6 processing the cross section of the barrel, made with the possibility of radial and, possibly, axial movement relative to the bottomhole frame 3, and a control system (not shown conventionally). In this com- bane, at least between one shandora 4 and one of the frames - frame 3 or frame 1 or between both frames 1 and 3 and / or, at least between two adjacent shandora 4, placed sensors 7 measure the displacement, and the control system includes a measurement result processing unit forming an ordinate of the H level of conditional stabilization of residual deformation of the rock walls 8 from the bottom of the face 9, while the control system includes a control unit for processing the cross section of the trunk by the executive body 6. It should be noted that the hour s movement between the measuring sensors 7 Sandor 4 and the frame 3 or frame 1, or between the two frames

1 and 3, for the convenience of accommodation and maintenance, are connected to or integrated into the hydraulic jacks 5.

Structurally, this stem-boring combine is one of many options for implementing the original method of constructing a mine shaft, which includes the mechanized development of the face 9, the construction of temporary lining (for example, spray concrete) and the further construction of a permanent lining 2 with the lag 9 behind the chest value not lower than the level N of conditional stabilization of the residual deformation D of the rock walls 8, at which the load on the lining

2 does not exceed its current bearing capacity, and the level H of conditional stabilization of the residual deformation D of the rock walls 8 is determined by the nature of the changes in the deformations of the rock walls 8, for which, directly at the bottom of the face 9, at least one point О is fixed conditionally initial position of the rock wall of the barrel 8 and, as the barrel deepens to a predetermined level, at least at one point hi measure the deformations di of the rock wall 8 relative to its conditionally initial position, and then establish the character a = f (6 , h) the deformation of the pedigree walls of the barrel 8 in height from the level of fixation of the conditionally initial position (point O) of the barrel wall 8, and the load on the lining is determined by the current strain value b; at the level H of the conditional stabilization of the residual deformation of the rock walls 8 based on the established nature of the deformation the faces of these walls 8.

Change in deformations Si, <5c, ... b; rock walls 8 are defined as the difference in trunk diameters at the bottom of the bottom 9 at the point О of the conditionally initial position of the rock wall 8 of the barrel - diameter D - and at a given level hi, Н, ... hi - diameter di, d.2, ... di, - and / or a change in the deformations of 6 rock walls 8 is defined as the difference in the perimeters of the walls 8 of the barrel at the conditionally initial position of the rock wall 8 of the barrel at the bottom of the bottom 9 and at a given level, and the conditionally initial position of the rock wall 8 of the barrel fix at the chest 9 slaughter by appointing the diameter D of its processing.

The deformations d of the rock walls 8 are measured at a given level simultaneously at several points along the perimeter of the cross section of the trunk and the nature of the change in deformations <5 of the rock walls 8 of the barrel is determined at the point with maximum deformation (ie, the _“ worst _” of measurements , which was obtained, for example, as a result of the passage of the boundary of the strata with various physical and mechanical properties).

Using the obtained data on the displacement of the walls 8 of the trunk at a known distance from the chest of the face 9, it is possible to restore the nature of the function that describes the deformation D of the walls of the loose shaft during passage depending on the distance h to the face 9. A similar function (see the book by N. Bulychev Mechanics underground structures and an article by V. E. Bolikov and others. On the issue of holding trunks in a tectonically stressed mountain range), one can describe a curve representing one of the parabola branches, that is, a quadratic function;

y = ax ² + bx + c, where:

y (h) ~ distance from the bottom,

l: (D) - deformation of the walls of the face,

a, b and c are some coefficients.

The extreme point of this hypothetical parabola is the point at which the deformations of the walls D and the distance h from the bottom are equal. Is logical assume that the origin in the coordinate system when considering the problem is point O, at which the deformation of the walls 8 of the barrel are equal to zero, as well as the distance from the bottom 9. That is, the origin and extremum of the function in question in this case are the same (the coefficients b and c are equal zero). We take this point as the conditionally initial position of the rock wall 8. Then the general form of the quadratic dependence can be transformed as follows:

y = ax ¹ .

Coefficient a characterizes the function and fully describes the totality of influencing (mining-geological and technological) factors in the considered section of penetration.

Having obtained, by measuring, the strain value _< 5, walls 8 were at a known level relative to the level of the conditionally initial position at least at one point, we can restore the nature of the whole dependence by obtaining the value of coefficient a from the expression

a-and.

d ²

The lining should be erected at the level N of the conditional stabilization of the convergence of the rock walls 8, when the increment of the distance h from the bottom does not lead to a significant increase in the deformations of 6 trunk walls.

The above reasoning is only an example of interpretation of the data obtained during measurements. In fact, a mathematical description of the effect of the distance h from the bottom on the offset <5 of the rock walls due to convergence is a problem that currently has many solutions described by various functional dependences - exponential, logarithmic, etc. (see, for example, the work of Bulychev N.S. Mechanics of underground structures. Textbook for universities. - M., Nedra, 1982. 270 pp .; Bulychev N.S. Mechanics of underground structures. Textbook for universities. - M. , Nedra, 1982. 270 pp .; G. Krupennikov et al. Interaction of mountain ranges rocks with support vertical workings. - M., Nedra, 1966. - 315 p .; Fotieva N.N. Calculation of the support of underground structures in seismically active areas. - M., Nedra, 1980 .-- 221 p .; Ruppenate K.V. Deformability of fractured rock massifs. - M., Nedra, 1975 .-- 223 p. and other works). The use of these dependences implies the use of empirical coefficients, for the determination of which a multitude of preliminary measurements is required, in contrast to the proposed method, where theoretically one measurement is sufficient. In any case, none of the existing mathematical descriptions is prevailing and at the same time they all take into account the guaranteed margin of safety arising from the inability to obtain an accurate geological picture of the trunk. On the other hand, measurements made directly during the sinking process allow, in particular, to reduce the overestimated margin of strength of the erected roof support without decreasing the reliability of the erected structure.

We analyze the essential features of the group of inventions.

During the construction of all shaft shafts, the support 2 is theoretically erected at a level not lower than the level N of conditional stabilization of the residual deformation D of the rock walls 8, and this value is determined in advance by known theories. In practice, this is achieved either by mounting the lining 2 at a level guaranteed above the theoretical level N of conditional stabilization, or by erecting the lining 2 at a “convenient” distance from the bottom 9 with a known increase in the margin of safety of the lining 2. In all cases, increase the diameter D of the trunk section " in sinking ”and, accordingly, increase the consumption of lining 2.

When constructing the barrel in accordance with the present invention, the level I of conditional stabilization of the residual deformation D of the rock walls 8 is actually measured directly during the course of the shaft sinking, for which a measurement interval acceptable for a given sinking speed is set (as a rule, this is a step of a recess or processing of the face) and guarantee the level I of the conditional stabilization of the residual deformation of the rock walls 8. This allows, in particular, to reduce the diameter D of the cross section of the trunk “in the penetration _” and, accordingly, to reduce the material consumption of the lining 2 without compromising its safety margin.

As an additional information, the mining enterprise receives a real description of the physicomechanical properties of the trunk in height, which, if desired, can be compared with previously performed geological surveys and, if necessary, adjusted the technological map of upcoming repair and restoration works.

The change in deformations of 6 rock walls 8 is defined as the difference in trunk diameters at the bottom of the bottom 9 - at point О of the conditionally initial position of the rock wall 8 of the barrel and d, at a given level h or, as the difference in the perimeters of the barrel at the _“ zero _” level, conditionally -the initial position of the pedigree wall 8 of the trunk at the chest of the face 9 and at a given level. These measurements can be realized with high accuracy by simple common methods, for example, using displacement measurement sensors 7 (or indirect methods, for example, using conditionally not shown pressure sensors, etc.), for which the perimeter of the cross section the barrel is lined with a shield malleable sheath in the form of a series of Sandor 4 installed around the bottom of the bottomhole frame. Sandors 4, in addition to basing the borders of the walls 8 of the barrel, which makes it possible to remove a sufficient number of averaged deformation values 6 walls 8 also protect the face area 9 from uncontrolled rock collapse.

The above measurements of deformations 6 require comparison with a certain conditionally initial position of the rock walls 8 of the trunk. This position is successfully fixed at the bottom of the face 9 by assigning the diameter D of its processing, which is carried out by the specified program of work of the executive body b of the stem-harvester for processing the cross section of the trunk. Depending on the design, the executive body 6 is made with the possibility of radial movement relative to the bottomhole frame 1. If necessary, axial the movement (indentation, bottom face processing) of the actuator b, for example, a milling cutter (cutting drum) 10, is ensured either by its own axial movement, or by movement together with the face 1.

To increase the accuracy of measurements, the measurements of deformations d _{i of the} rock walls 8 are performed at a given level hi at more than one point, which would be sufficient for rocks with the same physical and mechanical properties (so-called ideal conditions), but at the same time at several points kah in cross-sectional perimeter of the barrel, the character is set by a change in the strain not the average value of strain Si cp, and at the point of maximum deformation _y Si max Ie ON “the worst” of measurements.

The design of the stem harvester is characterized in that the shandors 4, which are tightly adjacent to the rock walls 8 of the barrel, are equipped, as mentioned above, with one or more sensors 7 for measuring displacement. Theoretically, one sensor 7 is sufficient between one of the shandor 4 and one of the frames - bottomhole 1 or mounting 3 or between two adjacent shandry 4. However, given the rather large dimensions of the barrel, it is advisable to measure several sensors 7 and at several levels, for example , according to the number of chandors 4, if the sensors 7 are placed between the chambers 4 and the bottomhole frame 1 and the mounting frame 3, or, if the sensors 7 are placed between adjacent chambers 4, in their lower and upper sections. Sensors 7 for measuring displacements between parts of the combine installed at one level, for example, hi converting these measured displacements to values of deformation, for example, Di breed walls 8 at the same level, it is desirable to duplicate at another level, for example, ha assigned to some removal from the first or several, for example, three or more spaced levels, if necessary. In practice, this can be achieved by placing sensors 7 at the level of the bottomhole frame 1 and at the level of the mounting frame 3 or so, if the sensors 7 are placed between adjacent shandors 4, and Tallokonstruktsii frames 1 and 3 for some reason restrict access to them. The use of multiple sensors 7 at different levels hi allows to increase the accuracy of strain measurements 6; rock walls 8 and more reliably identify and establish the level N of conditional stabilization of the residual deformation D of rock walls 8, at which the load on the lining 2 is guaranteed not to exceed its current bearing capacity.

There are three possible options for neutralizing excessive deformations:

1 ~ increase the diameter of the barrel;

2 - use of preliminary fastening (spraying, questioning, etc.);

3 - the shift of the mounting support 2 up the height of the barrel.

The last method of neutralization in the absence of technological contraindications is the most preferred.

Thus, having received comprehensive information about the level N of stabilization of the residual deformation D of the rock walls 8, from this place or above it is possible to begin mounting the lining 2. In practice, a two-level (i.e., having a bottomhole 1 and mounting 3 frame) combine is constructed in such a way so that the distance between the bottomhole 1 and mounting 3 frames is guaranteed to overlap the level H of conditional stabilization of the residual deformation D of the rock walls 8, for example, by one meter for an eight-meter trunk diameter. This is facilitated by the appropriate dimensions of the sandor 4 in height and whose compliance (the possibility of metalwork operating within elastic deformations, including through the use of expansion hydraulic jacks 5, makes it possible to take independent values from each of the sensors 7 spaced apart in height.

The measurement of displacements between adjacent shandors 4 is carried out due to the presence of a guaranteed gap between them.

Long-length sandor 4 has one more advantage - they prevent uncontrolled shedding of the rock walls 8 between battle 9 and the level of the actual installation (installation) of the support 2. This is very important when a variety of planned activities can be carried out on the bottomhole frame 1 or the combine as a whole, from equipment repair to crew change, etc.

As mentioned above, the shandors 4 are connected to the bottom-hole frame 1 and the mounting frame 2 by means of hydraulic jacks 5. This allows measuring sensors 7 to be placed on all or part of the hydraulic jacks 5, which greatly simplifies the design of the stem-boring combine without compromising the reliability of the structure.

If it turns out that on a certain level, the level I of conditional stabilization of the residual deformation of the rock walls 8 will be higher than the level of the mounting frame 3, then the control system will warn about this. In this case, a series of measures is carried out to reduce the deformation of the walls of the barrel 8 near the bottom 9 (spraying, anchoring, increasing the diameter of the treatment, etc.). In addition, it is possible to use an additional hanging shelf above the mounting frame 3. It should be noted that such cases are not so typical when driving a shaft of a mine.

In practice, the ability to track the level I of conditional stabilization of the residual deformation D of the rock walls 8 allows you to intervene in the sinking process - the control system, for example, gives the executive body 6 the processing mode of the cross-section of the trunk, - the diameter D of the trunk _“ in the sinking” decreases not less than the necessary section of the trunk “in the light”, taking into account the thickness of the lining 2, or the diameter D of the trunk “in the penetration” increases.

It should be noted that the controlled “taper” of the trunk near the face 9 contributes to the shift of the tunneling combine by another step deep into the face with minimal energy consumption.

The control of deformations b, in the case of stopping the tunneling, allows you to track the displacements of the rock walls 8, which are dangerous for the stemmer, which can lead to jamming in the barrel, which is a consequence of the parametric reserve technological capabilities of the combine. Existing technologies for tunneling mine shafts include special rather laborious work to eliminate this phenomenon.

Of course, the method of constructing a mine shaft using the claimed technology can be structurally carried out on combines of a different design than described above, just a real shaft boring combine is structurally and in terms of manufacturing costs, and operation is optimal for a comprehensive solution of the problems of construction of mine shafts .

As you can see, the structural and technological features of the claimed technical solutions increase the reliability and safety of the construction of mine shafts - resource-intensive and complex engineering structures - in a wide range of mining and geological conditions - from easily deformed to very stable rocks, including in within one geological horizon. This practically allows one to significantly reduce or eliminate the influence of specific technological features of mining operations, such as, for example, the presence or absence of preliminary freezing of the trunk, the presence of primary lining and / or anchoring, etc. This allows optimizing the penetration of the trunk and the thickness of the lining 2 to the side of its reduction. In practice, this may look, in particular, as a decrease in the volume of extracted rock and, accordingly, an increase in the rate of penetration with the same volume of extracted rock, and a saving in concrete for the erection of lining 2 with an increase in the operational reliability of the mine shaft. As a result, consumers will receive a modern mining enterprise with optimal resource costs.

The invention is illustrated by the following Examples:

Example 1 is a general case of a shaft shaft sinking.

The elements of the combine are mounted in a pre-prepared process waste (short section of the barrel, mounting or launching chamber) using universal crane equipment. All the necessary communications are connected (electricity, water, air). As a result, inside the “skirt” of the sandor 4 there are mounting 1 and bottomhole 3 frames that are in contact with the shandors 4 by means of hydraulic jacks 5. The mounting frame 3 can be connected to the bottomhole frame 1 in any known manner, for example, as described in RF patent N 2600807 from 09.29.2015.

The control system is adjusted to the diameter of the trunk _“ in the tunnel” in accordance with previously obtained data from mining and geological surveys.

After installing the equipment and checking its performance at idle, the process of processing the face 9 begins.

The executive body 6 of the processing of the cross section of the barrel, made, for example, in the form of a mill (cutting drum) 10, begins its work in the face 9. The destroyed rock is carried to the surface.

After developing the first layer of rock, the combine, together with the chandlers 4, is shifted by the amount of penetration. The control system begins to analyze the data obtained from the sensors 7 for measuring the displacements (deformations) of the rock walls 8 and compare them with the conditionally initial position (zero points) at the bottom of the face 9. Select the maximum value of the measurements made - the so-called . "Worst" froze. It becomes possible to establish the first as yet approximate value of the level I of conditional stabilization of the residual deformation D of the rock walls 8.

As the trunk deepens, the control system begins to analyze the values of the measurements taken at different levels, resulting in a fairly reliable picture of determining the level of conditional stabilization of the residual deformation D of the rock walls 8, at which the load on the lining 2 will not exceed it current bearing capacity. At the same time, each subsequent measurement confirms the conclusions of the primary measurements or quickly reveals trends in changes in deformations <5 and rock walls.

In accordance with the technological regulations, installation begins concrete, tubing, combined or some other support

2.

In rocks with the same physical and mechanical properties, the control system in no way _“ intervenes _” in the processing of the face 9 by the executive body 6. However, as soon as the properties of the rock begin to change, the control system gives a different level of conditional stabilization of the residual deformation D of the rocks 8. If this level does not go beyond the level of the mounting frame 3, continue to install the support 2. If it goes up beyond the level of the mounting frame 3, then install the support 2 using calling for additional accessories, such as a hanging shelf.

Depending on the strength (strength) of the processed rock, a control signal is generated on the executive body 6 - for harder and more stable rocks, the processed barrel diameter is reduced, for less hard and stable rocks they are increased. Correspondingly change the thickness of the lining 2 while maintaining the specified diameter of the shaft shaft “in the light”.

The effect of the use of inventions will be greater, the greater the depth of the shaft shaft, and this is many hundreds and even thousands of meters.

Example 2 - continued construction of a shaft shaft using new technology.

When driving a certain shaft shaft, instability of the rock walls is revealed, requiring additional work to study the stability of the rocks and their strengthening. As a result, the costs of erecting roof supports significantly increased and the rate of penetration decreased.

A decision is made on the technological combination of the process of measuring current displacements (deformations b *) of the rock walls and, accordingly, identifying the level I of conditional stabilization of their residual deformation D, at which the detected loads the supports will not exceed the current bearing capacity of the rock walls 8. If it is impossible to equip the existing combine with the appropriate control system for implementing the claimed method, they decide to dismantle it and deliver the stem-boring combine equipped with the function of operational tracking of level H of conditional stabilization of residual deformation D of the rock walls.

A technological waste (starting chamber) is prepared at the bottom of the face 9 and a stem-harvester made in accordance with the invention is mounted in it.

After installing the equipment and checking its operability at idle, the process of processing the face 9 begins according to Example 1 ·

As a result, the volume of recoverable rock decreases, the volume of concrete used for mounting the lining decreases, and the shaft penetration speed increases with an increase in its operational reliability.

Example 3 - sinking a pre-frozen trunk.

The existing experience of driving pre-frozen shaft shafts revealed the problem of periodic damage to the cooling pipes and the associated high costs of their repair or, if permissible, the localization of damage.

As described above, the presence, as well as the absence of freezing of the trunk for a shaft harvester that implements the claimed method of construction (sinking), does not distort the picture of objective monitoring of the level I of conditional stabilization of residual deformation D of the rock walls 8 for erection lining 2, in which the load on the erected lining 2 will not exceed its current bearing capacity. The effect of using the claimed inventions is to reduce the volume of the extracted rock and, as a result, the possibility of reducing the diameter of the barrel processing “in the light” and increasing the distance from the cutter 10 to the cooling tubes, which reduces the likelihood of their damage. Practice shows that, for example, for the bore diameter of 8 m “in the light” the diameter “in the penetration” can be reduced by 0.5 m, which provides a “margin” for processing to cooling pipes of an average of 0.25 m. This practically guarantees a trouble-free passage of the barrel to the entire depth of the shaft .

In addition, damage to the cooling tubes can occur if decisions are not made or untimely taken to neutralize deformations of the rock walls 8 of the barrel, since their convergence can lead to a significant distortion of the cooling tubes, which will impair their integrity and operability. In such a situation, it is extremely useful to control the strain value <5 of the rock walls 8. So, when the strain value of 6 rock walls 8 is reached, for example, 80% of the permissible strain of the cooling tubes, measures should be taken to eliminate these strains, for example, anchoring and / or primary fixing, for example, spray concrete.

Tunneling is carried out similarly to Examples 1 and 2.

As a result of the use of inventions, the reliability and safety of mine shaft construction in a wide range of mining and geological conditions — from easily deformable to highly stable rocks, including within the same geological horizon — and the specific technological features of mining works, such as, for example, the presence or absence of preliminary freezing of the trunk, the presence of primary support and / or anchoring, etc. The operational reliability of the shaft shaft has increased, etc. driving productivity while reducing the resource intensity of mining.

Claims

CLAIM

1. A method of constructing a shaft shaft, including mechanized development of the face, construction of a temporary support, and further construction of a permanent support with a lag behind the bottom of the face by an amount not lower than the level of conditional stabilization of the residual deformation of the rock walls, at which the load on the support does not exceed the current bearing capacity of the lining, DIFFERENT THAT, that the level of conditional stabilization of the residual deformation of the rock walls, at which the load on the lining does not exceed its current bearing capacity, is determined by the nature for changes in deformations of the pedigree walls, for which, directly at the bottom of the face, at least at one point, the conditionally initial position of the pedigree wall of the trunk is fixed and, as the trunk is deepened to a predetermined level, at least one point is measured deformations of the rock wall with respect to its conditionally initial position, after which the nature of the change in the deformation of the rock walls of the barrel in height from the level of fixation of the conditionally initial position of the barrel wall is established, and the load on the lining is determined by the current value the cause of deformation at the level of conditional stabilization of the residual deformation of the rock walls based on the established nature of the deformation of the barrel walls.

2. The method according to claim 1, characterized in that the change in the deformation of the rock walls is defined as the difference between the trunk diameters at the bottom of the bottom face at the conditionally-initial position of the rock wall of the trunk and at a given level.

3. The method according to claim 1, characterized in that the change in the deformation of the rock walls is defined as the difference in the perimeters of the barrel at the level of the conditionally initial position of the rock wall of the barrel at the bottom of the face and at a given level.

4. The method according to claim 1, characterized in that the conditionally initial position of the pedigree wall of the trunk is fixed at the bottom of the chest by destination diameter of its processing.

5. The method according to claim 1, characterized in that the measurements of the deformations of the rock walls are made at a predetermined level simultaneously at several points along the perimeter of the cross section of the barrel and establish the nature of the change in the deformation of the rock walls of the barrel at a point with maximum deformation (at worst from measurements).

6. A stem-boring combine, including a mounting frame for erecting a lining and a bottomhole frame, a shield expansion sleeve, in the form of a series of sandors installed around the bottomhole frame, connected with them by means of hydraulic jacks, an executive body for processing the cross section of the trunk, made with the possibility of at least radial movement relative to the bottomhole frame, and a control system DIFFERENT THAT between at least one scandra and one of the frames or both frames and / or at least re, displacement measurement sensors are placed between two neighboring shandors, and the control system includes a processing unit for the measurement result, which forms the ordinate of the level of conditional stabilization of the residual deformation of the rock walls from the bottom of the face, while the control system includes a control unit for processing the cross section - Niya trunk executive body.

7. The harvester according to claim 6, DIFFERENT THAT, at least, a part of the displacement measuring sensors is placed on or integrated into the hydraulic jacks.