DE3831206C1 - Method of winning reserves in the vicinity of a shaft and shaft lining for carrying out this method - Google Patents

Abstract

The essentially vertically orientated shaft 1 passes through a seam 5. At least one landing is attached to the shaft 1 at a distance from the seam 5. The face layout in the seam 5 is of two-sided configuration. A shaft safety pillar is arranged transversely to the landing axis in the seam 5. The shaft axis 4 pierces the shaft safety pillar in the seam 5 inside the face length. In the shaft area, the width of the shaft safety pillar corresponds approximately to the shaft diameter. Provided in the seam area is a special shaft lining 11 which can be shortened under rock pressure in its extension perpendicular to the stratification and consists of rings 12 connected to the rock 15 and parallel to the bed. The rings can be designed as concrete rings. But steel rings of channel-shaped cross-section are also conceivable. Furthermore, a combination of concentrically nested ring sections is also conceivable, which are separated from one another by a vertical sliding layer and in each case consist of three vertical layers with compression behaviour differing from one another. <IMAGE>

Description

The invention relates on the one hand to a method for winning Inventory near a shaft in accordance with the note paint in the preamble of claim 1 and the other one Expansion of the shaft to carry out this procedure in accordance with the Features in the preamble of claims 7, 8 and 14. Such process steps or training are internal to the company State of the art.

The economy of a mine depends on one significant part of whether the coal reserves in close to the shafts can be dismantled without any problems can. However, this requires the measure, the shaft-near one To design dismantling cut so that the slope near the shaft lowered with only slight compression and / or stretching can be to repair damage and maintenance work on the shaft removal and at the fillers as minimal as possible to keep.

It is therefore an object of the invention to provide a method for Ge recovery of supplies near a shaft as well as a Shaft expansion to carry out this procedure where, on the one hand, banking pressure on the Well and the filler words kept small and on the other hand in close to the shaft of a bank train or bank law Paging can be avoided.  

The procedural solution to this task exists of the invention in the characterizing part of claim 1 characteristics listed.

To small damage and maintenance work on the fillers to keep a cut is suggested that the mountain relaxed under banking law. Here will to protect the shaft extension from the slope near the shaft Lowered without flipping with little bank pressure. According to the invention, a sufficiently small shaft pipe is used for this ler provided, which ver in the seam transverse to the filling axis running. The width of this manhole pillar is in the manhole rich, d. H. seen in the direction of the filling axis, approximately designed equal to the shaft diameter. From here on out then the shaft pillar in about the same width or with increasing width built. The convergence of the hanging and the lying down now takes place against the resistance that the manhole pillar performs when it is rolled out. It is bigger than the depression on the surface of the day. It is close to the shaft banking pressure in the relatively small shaft pee less than the original overlay pressure, so that the area close to the shaft of the filler pipes is not overbaked is spoken. The banking pressure on the shaft pillar is significantly lower than the original overlay pressure and is enough to open the sinking to prevent slope layers close to the shaft.

The cutting can be done in particular in such a way that for two struts to be dismantled in the opposite direction from the shaft for example 200 m to 300 m long face, between which the shaft is arranged, two hitting past the shaft be brought up. Remains between the two piling the shaft pillars are standing that are not wider than 10 m to 15 m should be measured in the area of the shaft. The Ge  The speed of the thrashing in the two struts can be the same or be different. For example, a strut operated as a teaching area and slower than the other Striving to run.

With progressive degradation in the struts, the Manhole pillar very quickly because of its narrow width Breaking load and migrates into the carburized layers in parallel Rooms. This is the bank-right compression of the shaft pfeilers, which with a convergence of hanging and Lying together, less than the longwall convergence.

The shaft pillar also exercises one during these operations layer-parallel pressure on the shaft expansion in the seam area out. However, the aim should be to expand the shaft in a row tread area of the seam is load-bearing against parallel layers Unrelenting pressure and parallel to the layers, but in the direction compliant to the shaft axis. That near the shaft The slope is stretched close to the surface of the day (lengthened) because the banking pressure is well below the original overlay pressure is lowered. The However, stretching remains small and causes little damage the one at the shaft expansion, which without any major difficulties are to be eliminated. The slope near the shaft sinks against the bankright pressure resistance of the shaft pillar, so that the mountain layers can not peel.

The effective elongations in the shaft are at Training according to the invention on a partial bank rights Pressure relief attributable to the still bank pressures maintained. In the invention, the shaft expansion Only suffer minor damage in the seam passage area in the form of perpendicular to the direction of stretch Cracks that occur at extensions of more than about 0.2 mm / m to step. Compression damage is not expected as this  only occur if the compression is more than 3 mm / m. However, it is it makes sense to remove track battens and pipes in this way form that they the expected changes in length Elongation and compression can do justice.

It is essential to the method according to the invention that in the seam area one in its banking rights extension under mountain Shortenable manhole expansion from the mountains which are provided with parallel layers. Again Shaft expansion above and below this seam area is designed for the inventive method irrelevant.

According to claim 2, the sections of the shaft pillar a rectangular shape on both sides of the shaft axis cut. You get an equal width. The Roughing is essentially parallel to each other arranges.

A preferred training is, however, in the features of Claim 3 seen. The width of the pillars decreases cuts proportionally with increasing distance from the shaft to. This relieves the pressure of the hanging from the pillars cuts worn and away from the shaft and from the filling location held. The convergence at the shaft remains small.

The method according to the invention naturally allows this also, one of the pillar sections rectangular and the to form another pillar section trapezoidal. About it in addition, the pillar sections according to claim 4 ver be trained for different lengths. That is, the shaft does not need to be exactly in the middle of the struts to be dismantled lie, but it can also be offset laterally.  

The features of claim 5 are used for bank relaxation of the mountain range near the shaft and the fill. With the building material can it be z. B. act on anhydride.

According to claim 6, the special shaft extension also extends a few meters above and below the seam passage empire. The distance between the parallel rings decreases with seam convergence, which consequently only one can cause low banking pressure in special fittings.

A first advantageous solution of the part in question the object underlying the invention is in the Merk paint the claim 7 characterized. The concrete rings are measured about 0.8 m to 1.5 m high and the distance between two concrete rings is approximately 0.3 m to 0.5 m. In the case of pressure under banking law, the individual can consequently Move concrete rings against each other so that the shaft special construction in the seam passage area smaller in height becomes. Damage to the special shaft expansion is therefore only possible limited this area, so that later renovation work can be carried out in the shaft without great difficulty can.

A second solution to the problem underlying the invention part of the task is described in the characteristics of Claim 8 seen. Such U-shaped steel rings can squeeze through the convergence of banking law and thus adapt to the local conditions.

The steel rings preferably consist of channels profile segments, each overlapping ver are lashing. This can be shortened in its circumferential length Ren steel rings are with regard to the load capacity Insertion movement through the friction connection tabs Right. If there is pressure contact after the compliance has expired  they are still stable until they are plastically deformed. The Rela Movability can be limited by pressure pieces, which are welded to the channel profile segments. Such thrust pieces can consist of short sections of the gutters profile segments be formed.

According to claim 10, however, a special shaft is also conceivable construction, which is made of rigidly connected channel profiles segments is formed.

The steel rings with their gutters can face the mountains to be in order. However, they are preferred according to the Features of claim 11 open to the shaft axis educated.

The one between the steel rings and the mountain range Backfill concrete according to claim 12 allows the dense end of the steel rings to the mountains.

According to claim 13, the steel rings are at least by anchors indirectly connected to the mountains. Preferably enough the anchors into the backfill concrete, the anchorab stood relatively tight. An anchor spacing of about 1 m a sufficient load capacity of the steel rings even with plastic deformation.

A third advantageous solution of the part in question characterizes the object underlying the invention by the special shaft expansion according to the features in Claim 14. For this purpose, the special shaft expansion in two con centrically nested ring sections changed by a vertical sliding layer from each other are separated. In this way, the mountain side parts of the special shaft extension lying on the sliding layer by convergence when the seam is mined, while  the inner part of the special shaft expansion due to the sliding layer is protected and consequently relative to the mountains can move. The layers of height are in the two Ring sections specifically designed such that due to Compression resistance of the one above and below normal shaft expansion, for example in the form of concrete wrestle, not crushed. For that, the outside Ring-level middle layer specifically designed so that they are under bank pressure, in particular into the breaking coal, but can drive one exerts considerable layer-parallel support pressure.

Advantageous developments of the special shaft extension according to claim 14 are part of the features listed in claims 15 to 25.

The invention is based on in the drawings illustrated embodiments explained in more detail. Show it:

Fig. 1 in the vertical, in the stratification ge ge longitudinal section a section of a shaft of an underground mine building with filling and seam;

Fig. 2 on a reduced scale a section parallel in the seam through the representation of Fig. 1 along the line II-II ,;

Fig. 3 in an enlarged scale, a layer-parallel-guided in the seam section in the shaft region;

Fig. 4 in a further enlarged scale in the vertical, in the direction of fall of the rock strata longitudinal section a shaft expansion in the seam passage area according to a first embodiment;

Fig. 5 also on an enlarged scale in the vertical, in the direction of fall of the rock strata longitudinal section a shaft extension in the seam passage area according to a second embodiment;

Fig. 6 is an enlarged representation of a partial section through the representation of Fig 5 taken along line VI-VI.

. Fig. 7 is an enlarged representation of a partial section through the representation of FIG 5 according to another embodiment;

Fig. 8 is a vertical section through a special shaft expansion according to a third embodiment in the area of a seam passage and

Fig. 9 is a 90 ° offset vertical cross-section through the shaft extension of Fig. 8.

1 1 and 2, a chute is shown in FIGS. Referred to as a component of a building pit untertagigen to cross obtaining flözartig pending coal.

At least one filling location 2 is connected to the shaft 1 , the axis 3 of which extends transversely to the approximately vertically oriented shaft axis 4 .

At a distance below the filling location 2 , the shaft 1 passes through a coal seam 5 that is worth mining.

In order to be able to mine the coal reserves in the immediate area of the shaft, to avoid damage and maintenance work at the place of refill 2, a protective dismantling is carried out, which relaxes the mountains in the area of the place of refill 2 under banking law.

As can be seen in this connection in particular from FIG. 2, this is achieved in that a narrow shaft pillar 6 is provided transversely to the filling location axis 3 in the height region of the seam 5 . The width of the shaft pillar 6 corresponds approximately to the shaft diameter in the shaft area. Starting from the shaft 1 , the shaft pillar 6 can expand trapezoidally or remain the same in a rectangular shape. This is illustrated in Fig. 2 by the Schachtpfeilerab sections 7 and 8 .

For right bank releasing the shaft and füllortnahen mountains Fig mutandis. 3 of the immediately adjacent part of the Schachtum fang of the seam 5 and dismantled with hydride to 9 filled.

The protective dismantling is cut approximately as follows:
For two struts to be dismantled in the opposite direction from the shaft 1 with a strut front length L of approximately 200 m to 300 m, between which the shaft 1 is located, two roughening operations 10 are driven past the shaft 1 . The shaft pillar 6 then remains between the two excavations 10 . As the seam 5 progressively degrades, the shaft pier 6 very quickly reaches the breaking load due to its small width and moves in two layers parallel to the carburized spaces of the seam 5 .

The shaft expansion is designed in the seam passage area in a special way so that it can shorten in height and lower. A first embodiment of this special configuration is described below in this context with reference to FIG. 4. Here, the shaft 1 passes through a seam 5 with inclined mounting.

The special construction 11 consists of concrete rings 12 , which run parallel to the layer. Each concrete ring 12 corresponds with respect to its height h approximately one to three times the wall thickness d and the distance a between two concrete rings 12 is approximately equal to the wall thickness d . The bank rights He extension of the special construction 11 above and below the seam 5 corresponds approximately to two to three times the seam strength H 1 . It can also be seen that the inclination angle of the individual concrete rings 12 is chosen equal to the inclination of the mountain layers. Support elements 14 can be present between the concrete rings 12 . As a rule, these support elements 14 are not required, since the concrete rings 12 are firmly connected to the neighboring rock 15 .

In FIGS. 5 through 7, another embodiment is illustrated of a special expansion. This special construction 11 'consists of individual steel rings 16 U-shaped cross-section, the open channel 17 is directed towards the shaft axis 4 . These steel rings 16 are also arranged closely parallel to one another in layers, whereby backfill concrete 18 is provided between the steel rings 16 and the rock 15 , which ensures the tight connection of the steel rings 16 to the rock 15 . In addition, the steel rings 16 with anchors 19 are fixed at least in the backfill concrete 18 .

Such an arrangement of steel rings 16 allows just in case that the special extension 11 'is collapsed during convergence convergence bank.

As can be seen from FIG. 6, the steel rings 16 can consist, for example, of channel profile segments 20 that overlap one another with their end sections. The ends lying one above the other are clamped together by means of screwable tabs 21 such that the channel profile segments 20 can move in the circumferential direction to one another under rock pressure. The limit of the displaceability is limited by pressure pieces 22 which are welded to one of the trough profile segments 20 . These pressure pieces 22 can be formed from channel profile sections. The anchor spacing is relatively tight. A distance of 1 m is preferred.

Instead of the type of overlap pend nested channel profile segments 20 illustrated in FIG. 6, steel rings 16 can also be used in which the channel profile segments 20 are rigidly connected to one another. This is illustrated, for example, in FIG. 7, from which it can be seen that the channel profile segments 20 abut one another with their end faces and cross sections through tabs 23 and screw elements 24 are coupled to one another.

Another embodiment of a special shaft expansion 11 '' is shown in FIGS. 8 and 9.

Over the major part of its length, the shaft 1 is expanded by a column 25 which consists of concrete rings 26 stacked at a distance A above one another. With a Teu fenraster TR of 4.5 m, for example, the height H of each concrete ring 26 is 4.2 m and the distance A between two concrete rings 26 is 30 cm.

To mining damage the shaft landings 2 and the shaft 1 to be maintained at a minimum, in the passage region of the seam 5 abbauwür ended with an average height H 1 of about 1.9 m, a special extension 11 '' is provided. This is designed so resilient in the direction of the shaft axis 4 from a layer-parallel support pressure that a deliberately small shaft pillar 6 around the shaft 1 with a width in the shaft area of about 10 m to 15 m should bring about a break-free lowering of the shaft-near slope.

For this purpose, the special construction 11 '' in the seam passage area in two concentrically nested Ringab sections 27 , 28 broken down, which are separated by a vertical sliding layer 29 and each of three height layers 30 , 31 , 32 and 33 , 34 , 35 with differ from each other upset behavior.

The above and below the ring sections 27 , 28 arranged concrete rings 36 are formed shorter and thicker compared to the other concrete rings 26 . In the exemplary embodiment, its height H 2 is 3.3 m and its thickness D is approximately 80 cm.

The inner ring portion 27 has two by a in relation to the seam thickness H 1 dimensioned larger concrete ring 37 with vertical spacing from each other from construction rings 38 . These expansion rings 38 consist of gas concrete blocks with a thickness D 4 of 24 cm. They border immediately on the sliding layer 29 , which is formed from a two-layer polyethylene film.

The thickness D 1 of the concrete ring 37 directly bordering on the sliding layer 29 is approximately equal to the thickness D of the concrete rings 36 arranged above and below the ring sections 27 , 28 , ie approximately 80 cm. Its height H 3 is designed with 4.2 m equal to the height H of the concrete rings 26 . The height H 4 of the inner expansion rings 38 made of gas concrete blocks is approximately 0.5 to 0.8 times the built seam strength H 1 , in the exemplary embodiment 1.2 m. This ensures a convergence of the height layers up to the size of the built thickness H 1 .

In the middle height layer 34 of the outer ring section 28 , an outer expansion ring 39 made of gas concrete blocks directly adjacent to the sliding layer 29 is provided. The height H 5 of this expansion ring 39 is slightly smaller than the height H 3 of the concrete ring 37 in the inner ring section 27 . The outer extension ring 39 is circumferentially surrounded by a concrete ring 40 , the thickness D 2 of which is approximately 60 cm. The thickness D 5 of the gas concrete blocks 39 is 24 cm.

Both the outer expansion ring 39 made of gas concrete blocks and the concrete ring 40 jointly distance an upper and lower expansion ring 41 made of sand-lime brick masonry and a concrete ring 42 surrounding these expansion rings 41 . The thickness D 6 of the sand-lime brick masonry 41 is 11.5 cm, while the thickness D 3 of the concrete rings 42 is dimensioned <50 cm.

The height H 6 of the outer expansion rings 41 and the surrounding them the concrete rings 42 is greater than the respective gap height H 4 between the concrete ring 37 in the inner ring portion 27 and the upper and lower concrete rings 36 distanced by the inner expansion rings 38 to the concrete ring 37 .

Claims (25)

1. A method for extracting supplies in the vicinity of a shaft ( 1 ) which, as part of an underground mine building, has an essentially vertically oriented axis ( 4 ) and which is penetrated by at least one seam which is worth mining and which lies above or below at least one filling location ( 2 ), which is connected to the shaft ( 1 ) on one or both sides, characterized by the following features:

• a) The butt cut in the seam ( 5 ) is designed with two wings, with the stroke running in opposite directions from the circumference of the shaft and parallel to the filling location axis ( 3 );
• b) transversely to the filling location axis ( 3 ) in the seam ( 5 ) a long shaft pillar ( 6 ) is cut with a length corresponding to the face length ( L );
• c) the shaft ( 1 ) is arranged in the seam ( 5 ) within the face length ( L ) in the shaft pillar ( 6 );
• d) the width ( B ) of the shaft pillar ( 6 ) is seen in the direction of the filling axis ( 3 ) approximately equal to the shaft diameter;
• e) is in Flözbereich a verkürzbarer in his bank right extension under rock pressure shaft special extension (11, 11 ', 11' ') consists of) connected with the rock (15 layers parallel rings (12; 16; 30, 31, 32; 33, 34, 35 ) seen before.

2. The method according to claim 1, characterized in that the lying on both sides of the shaft ( 1 ) sections ( 7 , 8 ) of the shaft pillar ( 6 ) are cut rectangular in the seam plane. 3. The method according to claim 1, characterized in that the lying on both sides of the shaft ( 1 ) sections ( 7 , 8 ) of the shaft pillar ( 6 ) are cut trapezoidal in the seam plane. 4. The method according to any one of claims 1 to 3, characterized in that the sections ( 7 , 8 ) of the shaft pillar ( 6 ) are of different lengths. 5. The method according to any one of claims 1 to 4, characterized in that the un indirectly adjacent the shaft circumference part of the seam ( 5 ) is carburized and filled with a building material ( 9 ). 6. The method according to claim 1, characterized in that the bank extension of the shaft special construction ( 11 , 11 ', 11 '') above and below the seam ( 5 ) approximately equal to two to three times the seam thickness ( H 1 ) is measured. 7. Flexible special shaft expansion in the area of the passage of the shaft ( 1 ) through a seam ( 5 ) to compensate for mountain movements due to the near-shaft mining of the seam ( 5 ), which consists of flexible rings ( 12 ), for carrying out the method according to claim 1 or one of the following claims, characterized in that when the seam is inclined, the rings ( 12 ) consist of concrete, their height ( h ) corresponding approximately to one to three times their wall thickness ( d ) and the distance ( a ) between two Concrete rings ( 12 ) is approximately equal to the wall thickness ( d ) ( Fig. 4). 8. Resilient special shaft expansion in the area of the passage of the shaft ( 1 ) through a seam ( 5 ) to compensate for mountain movements due to the near-shaft mining of the seam ( 5 ), which consists of flexible rings ( 16 ), to carry out the method according to one of the Claims 1 to 6, characterized by steel rings ( 16 ) U-shaped cross section stacked directly one above the other ( Fig. 5). 9. Special shaft extension according to claim 8, characterized in that the steel rings ( 16 ) consist of overlapping lapped together and limited relative to each other displaceable channel profile segments ( 20 ) ( Fig. 6). 10. Special shaft extension according to claim 8, characterized in that the steel rings ( 16 ) are formed from rigidly connected channel profile segments ( 20 ). 11. Special shaft extension according to one of claims 8 to 10, characterized in that the steel rings ( 16 ) to the shaft axis ( 4 ) are open out. 12. Special shaft extension according to one of claims 8 to 11, characterized in that between the steel rings ( 16 ) and the mountains ( 15 ) behind filling concrete ( 18 ) is provided. 13. Special shaft extension according to one of claims 8 to 12, characterized in that the steel rings ( 16 ) by anchors ( 19 ) are at least indirectly connected to the mountains ( 15 ). 14. Resilient special shaft expansion in the area of the passage of the shaft ( 1 ) through an seam ( 5 ) to compensate for mountain movements due to the dismantling of the seam ( 5 ), which consists of flexible rings ( 30 , 31 , 32 ; 33 , 34 , 35 ) for carrying out the method according to one of claims 1 to 6, characterized by two ring sections ( 27 , 28 ) which are nested concentrically in the seam passage area and which are separated from one another by a vertical sliding layer ( 29 ) and each consist of at least two height layers ( 30 , 31 , 32 ; 33 , 34 , 35 ) with different Stauchver hold exist ( Fig. 8 and 9). 15. Special shaft extension according to claim 14, characterized in that the inner ring section ( 27 ) two by a in relation to the seam thickness ( H 1 ) dimensioned considerably higher concrete ring ( 37 ) with vertical spacing from each other spacer rings ( 38 ) from a smaller than concrete Compression resistance material and with a height ( H 4 ), which corresponds to about 0.5 to 0.8 times the seam thickness ( H 1 ), the inner lining rings ( 38 ) and the concrete ring ( 37 ) directly to the sliding layer ( 29 ) limit. 16. Special shaft extension according to claim 14, characterized in that the middle height layer ( 34 ) of the outer ring portion ( 28 ) has a to the sliding layer ( 29 ) bordering outer extension ring ( 39 ) made of a lower compression resistance material than concrete and one of these outer Removal ring ( 39 ) around closing concrete ring ( 40 ) of the same height ( H 5 ). 17. Special shaft extension according to claim 16, characterized in that the outer expansion ring ( 39 ) and the concrete ring ( 40 ) have an upper and lower expansion ring ( 41 ) made of a material that is less compressive than concrete and these expansion rings ( 41 ) enclosing concrete rings ( 42 ) distance the same height ( H 6 ) from each other. 18. Special shaft extension according to one of claims 14 or 15, characterized in that the inner diameter of the inner rings ( 38 ) in the inner ring section ( 27 ) is considerably larger than the inner diameter of the inner rings ( 38 ) spacing concrete ring ( 37 ). 19. Special shaft extension according to one of claims 14, 15 or 18, characterized in that the thickness ( D 4 ) of the inner expansion rings ( 38 ) to the thickness ( D 1 ) of the concrete ring ( 37 ) dimensioned approximately as 1: 3 to 1: 4 is. 20. Special shaft extension according to one of claims 14, 15, 18 or 19, characterized in that the concrete rings ( 36 ) adjacent to the inner and outer rings ( 38 ) border approximately the thickness ( D 1 ) of the inner rings ( 38 ) have a spacing concrete ring ( 37 ). 21. Special shaft extension according to one of claims 14 or 16, characterized in that the inner diameter of the outer ring section ( 28 ) in the middle height layer ( 34 ) arranged outer concrete ring ( 40 ) larger than the inner diameter of the outer rings ( 41 ) enclosing concrete rings ( 42 ) is dimensioned. 22. Special shaft extension according to one of claims 14 to 21, characterized in that the inner expansion rings ( 38 ) in the upper and lower heights layer ( 30 , 32 ) and the outer expansion ring ( 39 ) in the middle height layer ( 34 ) from one another Gas concrete blocks are formed. 23. Special shaft extension according to one of claims 14 or 17, characterized in that the expansion rings ( 41 ) in the upper and lower heights layer ( 33 , 35 ) in the outer ring portion ( 28 ) are formed from sand-lime stone masonry. 24. Special shaft extension according to one of claims 14 to 16, characterized in that the sliding layer ( 29 ) is formed from a, in particular two-layer, polyethylene film. 25. Special shaft extension according to one of claims 14 to 24, characterized in that the height ( H 3 , H 4 ; H 5 , H 6 ) of the ring sections ( 27 , 28 ) plus the height ( H 2 ) of the adjacent concrete rings ( 36 ) is equal to a whole multiple of the height ( H ) of a concrete ring ( 26 ) outside the seam passage area plus the respective distance ( A ) between two such concrete rings ( 26 ).