Mine working soil anti-swelling method

FIELD: mining.

SUBSTANCE: at protection against mine working soil swelling there performed and reinforced are mine workings with frame support; and at the same time, thickness of swelling soil layer is determined. After thickness of soil swelling layer is determined, anchors are installed along the outline of mine working arch in the gap between frames of constant support. As the anchors are being fixed, there formed is load-carrying arch of reinforced rocks along the outline of mine working arch so that it can be borne with its bottoms against swelling soil layer on both sides of mine working beyond its limits. As the load-carrying arch of reinforced rocks is being formed along the outline of mine working arch owing to its being supported with its bottoms on swelling soil layer with simultaneous force impact on it on both sides of mine working there formed is support block on each of them. Outline of each support block represents flattened pyramid. Then, inclined anchors are installed into the soil of mine working at its sides in location plane of anchors of load-carrying arch and at an angle to horizontal, which correspond to inclination angle of trapezoid diagonal to the horizontal built for each support block. Length of inclined anchor in each support block is assumed equal to length of diagonal of the built trapezoid. Deep-laid anchors of known design are used as inclined anchors.

EFFECT: increasing maintenance-free operating life of mine workings.

3 dwg

 

The invention relates to mining, and in particular to methods of combating swelling soil mining, and can be used to support excavations under the influence of dynamic loads of rock pressure.

One of the main sources of dynamic loads on framing and supports are manifestations of the intensity of rock pressure (especially from the influence of the treatment works), under the action of which is squeezing rocks in the production side of the roof and soil. Experience has shown that in the conditions of manifestation of the intensity of rock pressure mining, traditional fixed frame supports, frames which both sides develop rely on reference sites, fully or partially broken due to the deformation of rocks in the soil. The reason is that the base surface of the mentioned sites is very small and almost not involved in the redistribution of power rock pressure on the soil excavation. As a result of very high material costs to restore degraded workings.

Known methods of reducing the heaving soil mining in coal mines. Thus, as the USSR №1164432, CL ED 20/00, reducing heave of the soil is achieved by the formation of cavities in the soil making and filling them with a chemical that dissolves when exposed mine is od fills in the cracks of the massif. However, the method is not applicable under the action of dynamic loads on the production, because it is possible the loss of strength of the massif under the influence of the mine water due to the lack of deep penetration of chemical substances in destroyed by the explosion of the mountain range.

By A.S. USSR №2019705, CL ED 20/00, reducing soil mining is achieved by formation of a cavity in a layer of rock having a maximum ductility, through the production of camouflage explosion and subsequent collapse of this cavity rocks above. The resulting soil production area that is populated by broken rocks, though, and reduces the swelling of the soil, but when the manifestation of the intensity of rock pressure this zone does not protect the soil from heaving due to its weakening under the influence of the mentioned areas.

In the above methods do not resolve the issues of maintaining a mining impacted by the dynamic loads of rock pressure and soils which are prone to swelling.

There is a method of increasing the stability of soil excavation of as of the USSR №1465592, CL ED 20/00, including the formation of a zone of hardening by drilling holes in the ground, setting them in tubular anchors, placing explosive substance in the lower part of the t is updateh anchors, blasting explosive charge and discharge of hardening solution through the anchors in the massif. Moreover, the area of hardening is formed by the action of the maximum stress in a rock mass at a distance from the excavation contour at least half of the given diameter of the output.

The disadvantage of this method is that due to the formation zone hardening of the only places maximum stress in a rock mass is only the removal of the load on the soil developing from exposure to rock pressure at the side of generation that may not affect the status of species of soil production within its cross-section to improve the sustainability of soil excavation.

In addition, since the reinforcing solution pump destroyed in the explosion of the explosive rock soil, it can lead to non-uniform distribution in these rocks, so this area of hardening cannot be guaranteed to perceive the dynamic load of rock pressure.

Also the disadvantage of this method is the complexity of the technology of formation zone hardening, comprising a large number of time-consuming operations.

Moreover, the method has limited application, as the use of EXPLOSIVES unsafe for many coal mines.

From the above it follows that this method does not provide the efficiency and reliability of maintaining the horn is x workings, soils which are prone to swelling.

The closest technical solution to the claimed invention is a method of dealing with swelling soil mining by A.S. USSR №1703907, CL ED 20/00, including the sinking of the production and installation in the ground at her sides inclined anchors. Moreover, simultaneously with the sinking of production determine the capacity of the soil layers and the degree of weakness of the mechanical contact of these layers are set to the soil of its boards, rappers and their convergence for increasing the degree of weakness of mechanical contact determine the capacity luchshego soil and anchors set at an angle to the vertical 20-30°, the length of which is determined according to the calculation formula.

The disadvantage of this method is its low efficiency, because it provides for reduction of the deformation of rocks luchshego layer due strengthen them only at the sides of development by means of anchors installed at an angle to the vertical 20-30°. However, the amount of tilt is so small that it is not possible to fully cover the strengthening of the breed in puchase soil layer along the boards develop in areas of maximum stress and consequently to reduce the heave of the soil in the middle part of the output.

Therefore breed luchshego soil layer in the middle part of the production are unfortified at all, therefore not mo is et to be ensured the stability of the soil working under actions on the development and support of dynamic loads, that may result in squeezing rocks luchshego layer in the cross section generation.

From the above it follows that there is a method adopted for the prototype, are not effective in combating swelling soil mining, since it does not resolve the issue of reducing heave rocks soil mining impacted by the dynamic loads of rock pressure.

The problem solved by the claimed invention is to improve the efficiency of the method by reducing the heave of the soil excavation, due to increased stability luchshego soil excavation.

The technical result, which provides the solution of the problem, expressed in the increase of the period of maintenance-free operation of the mine workings.

To achieve these objectives with the claimed technical result in the way of dealing with swelling soil excavations, including the holding and fastening of excavation by frame structures with simultaneous determination of the power luchshego soil and installation in the soil of its sides inclined anchors, according to the claimed invention, to reduce the heave of the soil excavation provide increased resistance luchshego soil production, which after determining the power luchshego soil layer set the anchors along the contour of the arch draw the in-between frames permanent lining, as consolidate them in the holes by using a sealed bearing is formed a set of fortified rocks along the contour of code generation with the ability to support his foundations in puchase layer of soil on both sides of the production abroad, and the basis of the supporting arch, which the support surface has a width corresponding to the length of the above-mentioned anchor, and its length corresponds with the accepted length of the strengthening of the masses, upon formation of the supporting arch of fortified rocks along the contour of the code generation by supporting its grounds on puchase soil with simultaneous force on him from both sides develop is formed on each support block along the lines of sliding rocks luchshego soil layer, the bottom of which is limited by the contact of this layer with a layer of resistant rock, and on the basis of geometric constructions with regard to power muchadehama soil layer, the width and length of the base of the supporting arch and angle of inclination to the horizontal of each line of the sliding rocks in puchase layer contour of each reference block is a truncated pyramid, the cross section of which in the plane of the bearing section of the code has the form of an isosceles trapezium, and the installation of the anchors in the soil of its sides is carried out in the plane of arrangement Ankara the bearing set and at an angle to horizontal, corresponding to the angle of the diagonal line to the horizontal, is constructed for each reference block, and the length of the anchor in each support block is equal to the length of the diagonal built the line to ensure the strengthening of rocks luchshego soil layer within the support block and due to this, together with the aforementioned bearing code creates a zone of strengthening mass around a circuit output, contributing to the weakening of the influence of rock pressure on the swelling soil production, and as of inclined anchors use anchors deep under the surface of any known design.

Conducted by the applicant's analysis of the prior art, including searching by the patent and scientific and technical information sources, and identify sources that contain information about the equivalents of the claimed invention, has allowed to establish that the applicant had not found the source, which is characterized by signs, identical to all the essential features of the claimed invention set forth in the claims.

Therefore, the claimed invention meets the criteria of the invention of "novelty."

The causal link between the claimed set of essential features and achievable technical result is the following.

Sign - "to reduce heaving soils of mountain vyrabotki the increase sustainability luchshego soil production" - is new and provides reliable protection of the workings of heaving of the soil, thus maintaining it in operating condition under the influence of the treatment works.

Sign - "why after determining the power luchshego soil layer set the anchors along the contour of the arch framing the interval between frames permanent lining, as fixing them in the holes by using a sealed bearing is formed a set of fortified rocks along the contour of code generation with the ability to support his foundations in puchase layer of soil on both sides of the production abroad" - is a fundamental and characterizes the process of strengthening the rocks around the contour of the code generation. Formed as a result of this process, having a set of fortified rocks based on puchase layer and further perceives the dynamic load of rock pressure and their subsequent redistribution on soil production. This effect is achieved due to the fact that the carrier code is a single structure consisting of rock units formed around the anchors after their retention in the bore-holes and connected through the clutch.

Sign - "and each base supporting arch, which the support surface has a width corresponding to the length of the above-mentioned anchor, and its length is the ratio of the seeking with the accepted length of the strengthening of the masses" - regulates the parameters of the base carrier arch, which the applicant determines subject to the provisions of the normative document on the application of the anchor supports, so that it is sufficiently guaranteed perceived sent to him load bearing arch. And adopted by the length of the strengthening of breeds to choose from compliance with security doing preparatory work.

Sign - "at the same time as the formation of the supporting arch of fortified rocks along the contour of the code generation by supporting its grounds on puchase soil with simultaneous force on both sides of the formulation is formed on each support block along the lines of sliding rocks luchshego soil layer, the bottom of which is limited by the contact of this layer with a layer of resistant rock" - together with the above sign is fundamental and allows you to create control blocks in the rocks luchshego soil production, guaranteed predetermining the possibility of their participation in the redistribution of dynamic loads of rock pressure to reduce heaving soils develop.

Sign - "and on the basis of geometric constructions with regard to power muchadehama soil layer, the width and length of the base of the supporting arch and angle of inclination to the horizontal of each line of the sliding rocks in puchase layer contacts the p of each reference block is a truncated pyramid, the cross-section in the section plane carrying code has the form of an isosceles trapezium" - introduced by the applicant claims that on the basis of geometric constructions to obtain three-dimensional image of the reference block, which in sablevm method has the form of a truncated pyramid whose elements are required to define the parameters of the installation of inclined anchors in rock luchshego layer output.

The sign and the installation of the anchors in the soil of its sides is carried out in the plane of the anchor carrier set and at an angle to the horizontal corresponding to the angle of the diagonal line to the horizontal, is constructed for each reference block" - specifies the angle of installation of the anchor into the soil production in each sample block, which is defined by the applicant on the basis of the above geometric constructions of a truncated pyramid and accordingly the line, the slope of the diagonal which is the angle of installation of the anchors. This characteristic determines the possibility of enhancing the species of soil in areas of maximum stress at the edges of generation, which eliminates the transmission of impact rock pressure on the floor in the middle part of the production, and this cannot be achieved in the prototype.

A sign - "the length of the anchor in each support block is equal to the length of the diagonally opposite corners and built the line, to strengthen rocks luchshego soil layer within the support block and due to this, together with the aforementioned bearing code creates a zone of strengthening mass around a circuit output, contributing to the weakening of the influence of rock pressure on the swelling soil generation" - regulates the length of the anchor and in conjunction with the above characteristic specifies the desired according to the calculations of the position of the anchor, providing strengthening rocks luchshego generation layer within the support blocks and together with the previously mentioned bearing arch strengthening the rocks around the excavation contour, which is involved in the redistribution of the static loads from the rock pressure influence on soil development and does not pass them on unfortified site rocks soil in the section of production through the creation of a support surface supporting the arch. As a result of this retained the integrity of soil development and accordingly improved stability luchshego soil layer. The above effect cannot be obtained by the prototype, because there are no tools involved in the redistribution of dynamic loads on the soil excavation.

Sign - "and as inclined anchors use anchors deep under the surface of any known design" is necessary for the implementation of the invention, pascalc the tilted anchor is oriented in the direction of the diagonal line (as indicated above) with volumetric coverage of crossed layers luchshego soil layer, which can be achieved by the use of anchor deep foundations.

Thus, the set of essential features that characterize the essence of the invention, will increase the stability of soil production by strengthening mass around a circuit output, contributing to the redistribution of mining ground pressure generation and, consequently, weakening its influence on the swelling of the soil.

All these technical effects will allow you to solve the problem is to increase the efficiency of the way in the fight against the heaving of the soil mining and accordingly to improve the conditions of maintenance of mining.

From the above it follows that the essential features of the claimed invention are in causal relationship with achievable technical result and the prior art in this field does not clear the way for a specialist, and therefore the claimed invention meets the criterion of "inventive step".

Industrial applicability of the claimed invention is substantiated following description and drawings in figures 1-3. While figures 1-3 show:

1 schematically shows the arrangement of the anchors around the loop code generation and puchase soil excavation cross section;

figure 2 - a section a-a figure 1 (dashed line is diversified lines show the bottom of the support block in puchase soil layer output);

figure 3 - example of geometric constructions of the reference block in puchase layer of soil production, having a form of a truncated pyramid (arrow "B" shows the direction of the impact load bearing arch support unit), in a perspective view.

The way to combat swelling soil excavations considered in relation to a particular area of strengthening the masses and is as follows.

According to the claimed method as the excavation 1 and its mounting frame support 2 to the length "L" of a given area, which is the area of strengthening the masses 1, determine the capacity of "m" luchshego layer 3 soil 4 formulation 1 using one of the known methods for determining the properties of rocks, such as drilling wells into the soil coring.

Then after determining the capacity of "m" luchshego layer 3 soil 4 generation 1 as technological waste generation 1 to the length specified by the passport mounting excavation and which corresponds to the accepted applicant to the length "L" section of the strengthening of the rocks, after installation frame supports 2 exercise consolidation of mass around the excavation contour 1.

Why are drilling the holes 5 along the contour of the arch framing the interval between frames 2 permanent lining and establish in them the anchors 7 on the length "L". As the fastening bolt 7 in the holes 5 through ampoules the reinforcing structure formed of rock blocks around the anchors 7, interconnected at the expense of the adhesion forces fortified rocks, and due to this, you create a load-bearing arch 8 of fortified rocks along the contour of the arch 6 generation 1 with bearing his grounds on puchase layer 3 soil 4 from both sides of the generation 1 beyond.

Each base 9 formed thus bearing set 8 acquires the following geometrical dimensions: base width 9 corresponds to the length of the anchor 7, and its length corresponds with the accepted length "L" of the plot strengthening breeds, respectively functioning as a bearing surface for transfer of rock pressure puchase layer 3 soil 4.

However, once formed bearing arch 8 of fortified rocks along the contour of the arch 6 generation 1, it support bases 9 puchase layer 3 soil 4, respectively, and a force bearing set 8 on the above layer 3 on both sides of the generation 1, the result of which is formed on each support unit 10 and the slip lines 11 breeds luchshego layer 3 soil 4, placed at an angle of inclination "α". The bottom base 12 of the support block 10 is limited by the contact luchshego layer 3 and layer 13 of resistant rocks (Fig.1, 2).

Then proceed to the strengthening of rocks luchshego layer 3 soil 4 in the bearing blocks 10. What initially perform geometric constructions of one of the supporting blocks 10 on the basis of the AI the following source data: power "m" luchshego layer 3 soil 4, width and length of the base 9 bearing set 8 and the angle of inclination "α" of each horizontal line of the slide 11 breeds luchshego layer 3 soil 4, the value of which depends on the type of constituent soil rocks.

On the basis of the executed geometric constructions determines that the contour of the support block 10 is a truncated pyramid, elongated generation 1 to the length "L" of the plot strengthening masses (Fig 3, where the arrow "B" shows the direction of the impact load bearing arch 8 on the supporting block 10). Moreover, the cross-section of a truncated pyramid, according to geometric constructions, in a section plane bearing set 8 has the form of an isosceles trapezoid, with the lateral surface of a truncated pyramid, the length "L" of the plot strengthening rocks formed along the lines of the slide 11 has the form of a rectangle.

After the graphic plot of a truncated pyramid and accordingly isosceles trapezoid control unit 10, shown on figure 3, hold it diagonal, the beginning of which is correlated to the Board of generation 1 and on its position in the line set its angle "β" to the horizontal. Similarly, performing geometric constructions for the second support block 10, diagonal in an isosceles trapezoid, which is located at an angle "β" to the l is, the beginning of which is correlated to the other side of generation 1.

Then in each support block 8 install the anchors 14 to the soil 4 generation 1 has its sides at an angle to the horizontal corresponding to the angle "β" of the diagonal of each built a line to the horizontal. In turn, inclined anchors 14 are installed in the same plane as the anchors 7 bearing set 8, the beginning of each of them at a Board generation 1 is adopted along the length "L" of the plot strengthening masses 1.

The length of the anchor 14 at each sample unit 8 corresponds to the length of the diagonal built the line.

According to figure 3 locations of the anchors 14 are located along the top of the above rectangle truncated pyramid.

As a result, the strength of rocks luchshego layer 3 in each support block 10 and by strengthening rocks in the host code 8 creates a zone of strengthening the rocks around 16 generation circuit 1, which, acting as a supporting structure, perceive the impact of rock pressure and does not pass it on unfortified site soils develop in its cross-section, thereby increasing the stability of the rocks luchshego layer 3 soil 4 generation 1.

Moreover, due to the location of inclined anchors 14 each support block 10 in the direction of the diagonal line, where the volumetric strengthening preseka is used by the anchor 14 layers luchshego layer 3 soil 4, it is advisable as inclined anchors 14 to use the anchors deep under the surface of any known design, for example the cable anchors.

Analogous to the described order, the strengthening of the mass around the excavation contour 1 in the length "L" of a given area of strengthening breeds contributing to the redistribution of rock pressure puchase layer 3 soil 4, carry out the strengthening of the mass around the excavation contour 1 in the subsequent parts of the barrier mass around the excavation contour 1. The result is not a deformation of rocks in the soil throughout the formulation 1 during its operation in conditions of exposure to dynamic loads, such as impact of sewage treatment works.

Thus, the use of the proposed method will improve the effectiveness of the fight against the heaving of the soil mining by reducing heaving soils develop, provide increased stability luchshego soil layer, and accordingly to increase the period of maintenance-free operation of the mine workings.

Sources of information taken into account when preparing the description of the invention

1. USSR author's certificate No. 1164432, CL ED 20/00, 1983.

2. USSR author's certificate No. 2019705, CL ED 20/00, 1991.

3. USSR author's certificate No. 1465592, CL ED 20/00, 1987.

4. USSR author's certificate No. 1703907,CL ED 20/00, 1990 (prototype).

The way to combat swelling soil excavations, including the holding and fastening of excavation by frame structures with simultaneous determination of the power luchshego soil and installation in the soil of its sides inclined anchors, characterized in that to reduce heaving soil excavation provide increased resistance luchshego soil production, which after determining the power luchshego soil layer set anchor loop code generation in-between frames permanent lining, as fixing them in the holes by using a sealed bearing is formed a set of fortified rocks along the contour of code generation with the ability to support his foundations in puchase layer the soil on both sides of the production abroad, where each base supporting arch, which the support surface has a width corresponding to the length of the above-mentioned anchor, and its length corresponds with the accepted length of the strengthening of the masses, upon formation of the supporting arch of fortified rocks along the contour of the code generation by supporting its grounds on puchase soil with simultaneous force on both sides of the formulation is formed on each support block along the lines of sliding rocks luchshego soil is, the bottom base is limited by the contact of this layer with a layer of resistant rock, and on the basis of geometric constructions with regard to power muchadehama soil layer, the width and length of the base of the supporting arch and angle of inclination to the horizontal of each line of the sliding rocks in puchase layer contour of each reference block is a truncated pyramid, the cross section of which in the plane of the bearing section of the code has the form of an isosceles trapezium, and the installation of the anchors in the soil of its sides is carried out in the plane of the anchor carrier set and at an angle to the horizontal corresponding to the angle of the diagonal line to the horizontal, is constructed for each reference block, the length of the anchor in each support block is equal to the length of the diagonal built the line to ensure the strengthening of rocks luchshego soil layer within the support block and due to this, together with the aforementioned bearing code creates a zone of strengthening mass around a circuit output, contributing to the weakening of the influence of rock pressure on the swelling soil production, and as of inclined anchors are used to anchor deep under the surface of any known design.



 

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4 dwg

FIELD: mining industry, particularly for mine tunnel anchoring with steel-and-polymeric anchors.

SUBSTANCE: method involves drilling boreholes; inserting at least one ampoule into the borehole; driving assembled anchor into the borehole, wherein anchor includes rod, fastening nut, support ring, support and spherical washers; rotating anchor up to ampoule breaking; mixing chemical components: tightening the nut after polymerization finishing; turning fastening nut against stop by drilling rig torque applied through fitting; continuing rod rotation so that rod passes beyond the fastening nut screwed on threaded rod tail of the anchor and fixed against damage by ring installed on end of threaded rod tail. Borehole is drilled and anchor is driven with the use of the same mechanism, namely with left-handed telescopic rock drill.

EFFECT: reduced costs for anchor production and installation.

1 dwg

FIELD: mining, particularly means for mine contour bolting.

SUBSTANCE: tightening device comprises clutch connected to rope in axial orifice by means of wedge-like bush. The bush comprises thread and nut located on outer surface thereof. Annular groove is formed in clutch end, which receives rope. Guiding means surrounding the rope is installed in the annular groove. Opposite clutch end has outer surface defining hexahedron.

EFFECT: increased flexural rigidity of cable part connected to clutch, simplified clutch structure and increased operational efficiency.

2 cl, 2 dwg

Mine lining method // 2283959

FIELD: mining, particularly to support and consolidate rock.

SUBSTANCE: method involves drilling injection and drain wells; connecting bolts with support members in well bottoms; applying isolation covering on mine surface after rock shifting; injecting binding composition into rock via the injection wells to create rock-and-concrete shell around the mine; maintaining maximal binding composition pressure in injection wells free of fluid losses for half and hour; applying load to bolts in rows in direction from excavation face. Bolts fastened with powder mineral filler without support washer installation may be used. During bolt fastening in drain wells the wells are filled with mineral filler for the full length thereof and well heads are supported with filtering material. During bolt fastening in injection wells the wells are filled with mineral filler for minimal height necessary for uniform bolt fastening. The height is selected so that upper level of mineral filler is outside stable massif contour.

EFFECT: increased efficiency of rock consolidation.

2 cl, 3 dwg

FIELD: mining, particularly methods to fill slope secured with roof bolting.

SUBSTANCE: method involves drilling-out massif area around each roof bolt to be removed. For massif area drilling-out runner rod and grilled lagging are taken away in roof bolt removal zone. Then guiding bush is screwed on rod end projected in mine and freed of fastening nut and support member so that the guiding bush is restricted from rotation. Drilling tool, namely drill-rod made of pipes with annular crown, is advanced along guiding bush side up to crown resting against rock. Then annular slot about rod to be removed is created for rock massif breaking along with core forming inside the pipes. After that rod is disintegrated from rock massif and core with rod is removed from annular slot under the action of external force. Rod is released from core rock by core rock breakage.

EFFECT: possibility to remove roof blots having different structures.

3 cl, 7 dwg

FIELD: mining, particularly mine lining with deep bolts.

SUBSTANCE: method involves drilling borehole; inserting necessary number of ampoules filled with chemical hardening mix in the borehole; inserting sharpened bolt end having length exceeding mine height in borehole and leaving another end in mine ground; locking bolt rod and support washer thereof with the use of sharpened metal bar having length equal to telescopic perforator advancing travel; moving the lock to borehole head by force applied thereto by telescopic perforator; repeating said movement operation to provide perforator connection with bolt head to rotate bolt for ampoule breaking and mixing; retaining bolt in borehole up to total mix polymerization. Borehole drilling and anchor installation are carried out with the use the same telescopic perforator.

EFFECT: increased reliability, decreased costs and time for bolt installation, simplified works due to possibility of integral bolt installation mechanization with the use of device for bolt forcing in borehole.

4 cl, 2 dwg

FIELD: building.

SUBSTANCE: invention concerns the method of manual installation of the anchor bolts extended by means of impact of pressure of environment, including manual connection of a pressure source to an anchor bolt needed to be extended. The method includes the following stages: start of sequence of operations by the operator at which an anchor bolt is impacted by pressure to preliminary set level, and provision of preliminary set pressure during preliminary set period of time. The guidance system for connection to a pressure source contains means for impact on an anchor bolt pressure of preliminary set level and means for provision of pressure during preliminary set period of time. The device for installation of an extended anchor bolt by means of pressure impact on it, contains a source of pressure and means for manual connection to an extended anchor bolt.

EFFECT: possibility of provision of pressure for anchor bolts for maintenance of corresponding quality of their installation.

16 cl, 3 dwg

FIELD: mining.

SUBSTANCE: invention relates to method and device for installation of anchor bolts. There is suggested the method and device whereat a tube bolt of closed section is installed into interior section of a well and where an extensible part of the bolt is extended to the contact with the interior section of the well to be anchored in it. A tie positioned in the exterior section of the well and having an interior part fastened to the tube bolt is subject to a preliminary tension. Then a channel is opened for passing of hardening medium for connecting of the tie with an outer space by means of applying pressure of a specified value. Hardening medium is pressed into the exterior section of the well between the tie and a wall of the well which facilitates hardening of the medium.

EFFECT: facilitating fast, rational, economic and safe installation of anchor bolt in strengthened rock.

19 cl, 6 dwg

Anchor bolt // 2343287

FIELD: mining.

SUBSTANCE: invention refers to drilling elements and anchor bolts used at mining works and tunneling. The drilling element has opposed the first and second ends and a rod passing between the ends. At least one drilling head is positioned on the first end. The second end is adjusted for connection to a drilling facility to ensure rotation of the drilling element and to transfer axial force onto it. Along and around the rod there is assembled a bushing while the passage formed between the bushing and the rod facilitates flowing of fluid medium along the rod. Also there is suggested the drilling bit, the method of drilling with a drilling element and the method of stabilisation of rock.

EFFECT: increased efficiency of process of rock bolting and reduced costs for drilling elements.

57 cl, 31 dwg

FIELD: mining.

SUBSTANCE: invention refers to mining and can be implemented for entries fastening. The method consists in installation of wire coil on an anchor rod, in introducing the anchor into a bored blast hole and in impressing a turn of the wire coil into walls of the blast hole. The wire coil is assembled on the rod in a screwed groove cut in the rod. The diametre of the wire coil is bigger, than the diametre of the blast hole. The end of the wire coil introduced into the blast hole is secured on the anchor rod and is rotated in the direction wherein diametres of turns of the wire coil become less; after that, turns of the wire coil are pressed into the walls of the blast hole by elastic force of the wire coil. The device consists of the anchor rod, on the exterior surface of which the groove is cut. The wire coil is laid into the groove; the diametre of the wire coil exceeds the diametre of the blast hole. The end of the wire coil introduced into the blast hole is secured on the anchor rod. A head turned around with a wrench is assembled on the end of the anchor rod outgoing from the blast hole.

EFFECT: increased efficiency of the method due to reduced labour intensiveness at anchor installation and at operation, and also due to increased reliability of its cohesion with walls of the blast hole.

6 cl, 1 dwg

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