CN116480392A - Rock column reinforcing method - Google Patents
Rock column reinforcing method Download PDFInfo
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- CN116480392A CN116480392A CN202310737238.1A CN202310737238A CN116480392A CN 116480392 A CN116480392 A CN 116480392A CN 202310737238 A CN202310737238 A CN 202310737238A CN 116480392 A CN116480392 A CN 116480392A
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- 239000011435 rock Substances 0.000 title claims abstract description 144
- 238000000034 method Methods 0.000 title claims abstract description 43
- 230000003014 reinforcing effect Effects 0.000 title claims description 21
- 238000005553 drilling Methods 0.000 claims abstract description 46
- 230000002457 bidirectional effect Effects 0.000 claims abstract description 30
- 239000004570 mortar (masonry) Substances 0.000 claims abstract description 22
- 230000002787 reinforcement Effects 0.000 claims abstract description 20
- 238000004873 anchoring Methods 0.000 claims abstract description 12
- 239000011083 cement mortar Substances 0.000 claims abstract description 5
- 229910000831 Steel Inorganic materials 0.000 claims description 7
- 239000010959 steel Substances 0.000 claims description 7
- 239000004568 cement Substances 0.000 claims description 6
- 125000004122 cyclic group Chemical group 0.000 claims description 3
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 2
- 238000005065 mining Methods 0.000 description 15
- 238000010276 construction Methods 0.000 description 13
- 238000004519 manufacturing process Methods 0.000 description 7
- 230000000694 effects Effects 0.000 description 6
- 230000008901 benefit Effects 0.000 description 5
- 238000012423 maintenance Methods 0.000 description 5
- 230000007774 longterm Effects 0.000 description 4
- 230000008439 repair process Effects 0.000 description 4
- 230000035515 penetration Effects 0.000 description 3
- 230000008569 process Effects 0.000 description 3
- 238000012986 modification Methods 0.000 description 2
- 230000004048 modification Effects 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000009933 burial Methods 0.000 description 1
- 238000004891 communication Methods 0.000 description 1
- 238000013461 design Methods 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 238000007599 discharging Methods 0.000 description 1
- 230000007613 environmental effect Effects 0.000 description 1
- 238000001125 extrusion Methods 0.000 description 1
- 230000006872 improvement Effects 0.000 description 1
- 229910052500 inorganic mineral Inorganic materials 0.000 description 1
- 238000009434 installation Methods 0.000 description 1
- 239000002184 metal Substances 0.000 description 1
- 239000011707 mineral Substances 0.000 description 1
- 230000000149 penetrating effect Effects 0.000 description 1
- 239000011241 protective layer Substances 0.000 description 1
- 238000011160 research Methods 0.000 description 1
- 230000035939 shock Effects 0.000 description 1
- 239000002002 slurry Substances 0.000 description 1
Classifications
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D20/00—Setting anchoring-bolts
- E21D20/02—Setting anchoring-bolts with provisions for grouting
- E21D20/021—Grouting with inorganic components, e.g. cement
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/006—Lining anchored in the rock
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D21/00—Anchoring-bolts for roof, floor in galleries or longwall working, or shaft-lining protection
- E21D21/008—Anchoring or tensioning means
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- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02A—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE
- Y02A10/00—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE at coastal zones; at river basins
- Y02A10/23—Dune restoration or creation; Cliff stabilisation
Abstract
The invention provides a rock column reinforcement method, which relates to the field of rock column reinforcement and comprises the following steps: step 1: constructing a plurality of anchor rope drilling holes at proper positions on one side of the rock column, installing the anchor rope, grouting and cementing the whole length, and installing a pipe joint anchor rod outside the anchor rope drilling holes; step 2: constructing a plurality of anchor rope drilling holes at the other side of the rock column, installing the anchor rope, grouting and cementing the whole length, and installing a pipe joint anchor rod outside the anchor rope drilling holes; step 3: constructing a plurality of anchor rod drilling holes at proper positions of a rock column, installing a mortar anchor rod, pouring cement mortar, and fixing a bidirectional tensioning locking piece on the wall of the rock column through the mortar anchor rod after the anchoring strength is reached; step 4: and after the anchor cable reaches the anchoring strength, the anchor cables at the two sides of the rock column are sleeved into the bidirectional tensioning locking pieces, and the anchor cable locking is completed by tensioning, so that the active reinforcement of the rock column is realized. The invention can improve the stress state of the surrounding rock of the rock column, enhance the surface protection capability of the surrounding rock of the rock column and improve the overall stability of the rock column.
Description
Technical Field
The invention relates to the field of rock column reinforcement, in particular to a rock column reinforcement method.
Background
In underground mining activities, a large number of rock pillars (ore pillars) are generated, such as intersecting rock pillars of a roadway for underground engineering exploitation, safety ore pillars reserved during mining by adopting a room pillar method, supporting rock pillars between bottom ore-extracting structures for mining by adopting a natural caving method, and the like, and the rock pillar structures need to be kept in a stable state within a certain period of time so as to ensure transportation and stoping safety. Once the rock pillar structures are destroyed, the mine bodies are covered by light weight, production is blocked, and disaster accidents such as air shock waves, large-area collapse and the like are generated by heavy weight, so that maintenance of stability of the rock pillar of the underground mine is important to safe and efficient mining of the mine.
The inventor researches find that the prior design provides a method for reinforcing the bottom column by adopting a combined structure of a mortar anchor rod, an anchor rope structure, a reinforcing mesh and a concrete protective layer, so that the stability of the bottom column can be effectively improved, the repairing and reinforcing cost is greatly reduced, and the production safety of a mine by a natural caving method is ensured. However, it should also be noted that the method inevitably damages and disturbs the original rock and rock column by constructing a plurality of through holes in the rock column, and the construction period safety and the overall reinforcement effect are questionable; the independent opposite-penetrating anchor cable cannot effectively form a surface protection effect, other surface protection measures are needed to be assisted, the construction is relatively complicated, and the cost is high; furthermore, the method is said to be of doubt as to the practical operability of the fastening structure.
On the other hand, the prior art also provides a method for reinforcing surrounding rock by adopting an anchor rope penetrating through the surrounding rock and fixing structures arranged at two ends, so that the method has the functions of grouting, reinforcing crack development and softening the surrounding rock, and greatly improves the deformation resistance of the surrounding rock at two sides. However, it should also be noted that this method has similar problems as the previous method, and the construction of the through holes makes the applicable conditions limited, and the safety and reinforcement effect of the construction period are questionable; the effective surface protection can not be formed, other surface protection measures are needed to be assisted, the construction is relatively complicated, and the cost is high.
Disclosure of Invention
The invention aims to provide a rock column reinforcing method which can improve the stress state of rock column surrounding rocks, enhance the surface protection capability of the rock column surrounding rocks, improve the overall stability of the rock column, ensure the long-term stability of underground mining structure rock column operation period, reduce the repair maintenance frequency of the structure rock column, indirectly improve the mine production efficiency and further reduce the mining cost of ore bodies.
Embodiments of the present invention are implemented as follows:
in a first aspect, the invention provides a method of reinforcing a rock column, comprising the steps of:
step 1: constructing a plurality of anchor rope drilling holes at proper positions on one side of the rock column, installing one end of the anchor rope in the anchor rope drilling holes, grouting and cementing the whole length of the anchor rope drilling holes, installing a pipe joint anchor rod outside the anchor rope drilling holes, and allowing the anchor rope to pass through the pipe joint anchor rod;
step 2: constructing a plurality of anchor rope drilling holes at the other side of the rock column, installing one end of the anchor rope in the anchor rope drilling holes, grouting and cementing the whole length of the anchor rope drilling holes, installing a pipe joint anchor rod outside the anchor rope drilling holes, and allowing the anchor rope to pass through the pipe joint anchor rod;
step 3: constructing a plurality of anchor rod drilling holes at proper positions of a rock column, installing a mortar anchor rod, pouring cement mortar, and fixing a bidirectional tensioning locking piece on the wall of the rock column through the mortar anchor rod after the anchoring strength is reached;
step 4: and after the anchor cable reaches the anchoring strength, the anchor cables at the two sides of the rock column are sleeved into the bidirectional tensioning locking pieces, and the anchor cable locking is completed by tensioning, so that the active reinforcement of the rock column is realized.
In an optional embodiment, in step 1, four anchor cable holes are formed, the diameters of the four anchor cable holes are 60-65 mm, the distance between the four anchor cable holes is 0.6m, the hole depth is 3.5m, four anchor cables are formed corresponding to the anchor cable holes, a single anchor cable adopts 1 x 19-1860MPa steel strands with diameter of 21.8mm, and the length is 12.0m and is exposed to 40cm.
In an optional embodiment, in step 2, four anchor cable holes are formed, the diameters of the four anchor cable holes are 60-65 mm, the distance between the four anchor cable holes is 0.6m, the hole depth is 3.5m, four anchor cables are formed corresponding to the anchor cable holes, a single anchor cable adopts 1 x 19-1860MPa steel strands with diameter of 21.8mm, and the length is 12.0m and is exposed to 40cm.
In an alternative embodiment, the anchoring ends in the anchor cable in step 1 and step 2 are in the form of enlarged heads, and the outer diameters of the enlarged heads are 40mm.
In an optional embodiment, cement paste with a water cement ratio of 0.5:1 is adopted in the anchor cable drilling holes in the step 1 and the step 2 to pressurize and pour the anchor cable holes, and the grouting pressure is 0.5-1.0 MPa.
In an optional embodiment, in step 3, four anchor rod drilling holes are provided corresponding to the bidirectional tensioning locking pieces, the diameter of each anchor rod drilling hole is 30-50 mm, four mortar anchor rod drilling holes are also provided corresponding to the anchor rod drilling holes, and the size of each mortar anchor rod is phi 22mm multiplied by 3000mm.
In an alternative embodiment, the bidirectional tension locking piece is a prefabricated integral component, one tension locking piece is correspondingly connected with two anchor cables, and the two anchor cables are respectively from two different sides of the rock pillar.
In an alternative embodiment, two anchor cable holes for connecting the anchor cable and anchor rod holes for connecting the mortar anchor rods are formed in the bidirectional tensioning locking piece, and the opening directions of the two anchor cable holes are opposite.
In an optional embodiment, in step 3, the bidirectional tension locking piece is integrally prefabricated and formed by adopting Q235 steel, the thickness is 65mm, and the diameter of the anchor cable hole is 38mm; the diameter of the anchor rod hole is 25mm.
In the optional implementation manner, in the step 4, a cyclic tensioning mode is adopted when the bidirectional tension lock pulls the anchor cable, and each side is tensioned after 50kN and then tensioned until the locking value reaches 200kN, so that active constraint on the surface of the rock column is realized.
The embodiment of the invention has the beneficial effects that:
the invention provides a rock column reinforcement method, which mainly aims at the overall stability and surface protection requirements of an underground mining rock column structure. By arranging the bidirectional anchor cable and adopting the bidirectional tensioning fastener to bidirectionally tension the anchor cable, the stress state of the surrounding rock of the rock column is improved, the surface protection capability of the surrounding rock of the rock column is enhanced, and the overall stability of the rock column is improved.
On one hand, the rock column reinforcing method provided by the invention has relatively simple construction process and higher construction efficiency, and meanwhile, the additional damage of an anchor cable hole to a rock column of the original rock possibly caused by penetration can be greatly avoided, so that the safety benefit is remarkable; on the other hand, by adopting the rock column reinforcing method provided by the invention, the stress state of the surrounding rock of the rock column is improved, the surface protection capability of the surrounding rock of the rock column is enhanced, the overall stability of the rock column is improved, the long-term stability of the structural rock column in the operation period of underground mining is ensured, the repair and maintenance frequency of the structural rock column is reduced, the production efficiency of a mine is indirectly improved, and the mining cost of a mineral body is further reduced.
Drawings
In order to more clearly illustrate the technical solutions of the embodiments of the present invention, the drawings that are needed in the embodiments will be briefly described below, it being understood that the following drawings only illustrate some embodiments of the present invention and therefore should not be considered as limiting the scope, and other related drawings may be obtained according to these drawings without inventive effort for a person skilled in the art.
FIG. 1 is a schematic view of a reinforced structure of a rock pillar reinforcement method according to an embodiment of the present invention;
FIG. 2 is a schematic view of section A-A of FIG. 1;
FIG. 3 is a schematic view of a bi-directional tension lock according to an embodiment of the present invention;
FIG. 4 is a schematic view of section B-B of FIG. 3.
Icon:
100-anchor cables; 200-pipe seam anchor rods; 300-mortar anchor rod; 400-two-way stretch-draw fastener; 410-anchor cable holes; 420-anchor rod holes; 430-locking the pier; 431-a through hole; 500-ore drawing tunnel; 600-ore removal route; 700-rock pillar.
Detailed Description
For the purpose of making the objects, technical solutions and advantages of the embodiments of the present invention more apparent, the technical solutions of the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings in the embodiments of the present invention, and it is apparent that the described embodiments are some embodiments of the present invention, but not all embodiments of the present invention. The components of the embodiments of the present invention generally described and illustrated in the figures herein may be arranged and designed in a wide variety of different configurations.
Thus, the following detailed description of the embodiments of the invention, as presented in the figures, is not intended to limit the scope of the invention, as claimed, but is merely representative of selected embodiments of the invention. All other embodiments, which can be made by those skilled in the art based on the embodiments of the invention without making any inventive effort, are intended to be within the scope of the invention.
It should be noted that: like reference numerals and letters denote like items in the following figures, and thus once an item is defined in one figure, no further definition or explanation thereof is necessary in the following figures.
In the description of the present invention, it should be noted that, directions or positional relationships indicated by terms such as "center", "upper", "lower", "left", "right", "vertical", "horizontal", "inner", "outer", etc., are directions or positional relationships based on those shown in the drawings, or are directions or positional relationships conventionally put in use of the inventive product, are merely for convenience of describing the present invention and simplifying the description, and are not indicative or implying that the apparatus or element to be referred to must have a specific direction, be constructed and operated in a specific direction, and thus should not be construed as limiting the present invention. Furthermore, the terms "first," "second," "third," and the like are used merely to distinguish between descriptions and should not be construed as indicating or implying relative importance.
Furthermore, the terms "horizontal," "vertical," and the like do not denote a requirement that the component be absolutely horizontal or overhang, but rather may be slightly inclined. As "horizontal" merely means that its direction is more horizontal than "vertical", and does not mean that the structure must be perfectly horizontal, but may be slightly inclined.
In the description of the present invention, it should also be noted that, unless explicitly specified and limited otherwise, the terms "disposed," "mounted," "connected," and "connected" are to be construed broadly, and may be, for example, fixedly connected, detachably connected, or integrally connected; can be mechanically or electrically connected; can be directly connected or indirectly connected through an intermediate medium, and can be communication between two elements. The specific meaning of the above terms in the present invention will be understood in specific cases by those of ordinary skill in the art.
As shown in fig. 1, the method for reinforcing a rock pillar 700 provided in this embodiment includes the following steps:
step 1: constructing a plurality of anchor rope drilling holes at proper positions on one side of the rock column 700, installing one end of the anchor rope 100 in the anchor rope drilling holes, grouting and cementing the whole length of the anchor rope drilling holes, installing a pipe joint anchor rod 200 outside the anchor rope drilling holes, and allowing the anchor rope 100 to pass through the pipe joint anchor rod 200;
step 2: constructing a plurality of anchor rope drilling holes at the other side of the rock column 700, installing one end of the anchor rope 100 in the anchor rope drilling holes, grouting and cementing the whole length of the anchor rope drilling holes, installing a pipe joint anchor rod 200 outside the anchor rope drilling holes, and allowing the anchor rope 100 to pass through the pipe joint anchor rod 200;
step 3: constructing a plurality of anchor rod drilling holes at proper positions of the rock column 700, installing a mortar anchor rod 300, pouring cement mortar, and fixing the two-way tension locking piece 400 on the wall of the rock column 700 through the mortar anchor rod 300 after the anchoring strength is reached;
step 4: after the anchor cable 100 reaches the anchoring strength, the anchor cable 100 on both sides of the rock column 700 is sleeved into the bidirectional tensioning locking piece 400, and the anchor cable 100 is tensioned to complete locking, so that the active reinforcement of the rock column 700 is realized.
In detail, the cable bolt 100 is installed: a plurality of anchor cables 100 are arranged at proper positions of the rock column 700, each anchor cable 100 is provided with an enlarged head and is fixed in surrounding rock, and a pipe seam anchor rod 200 is inserted into an orifice; the bi-directional tension fastener 400 is installed: installing a mortar anchor rod 300 at a proper position of the rock pillar 700, connecting the bidirectional tension locking piece 400 and fixing the bidirectional tension locking piece 400 on the side wall of the rock pillar 700; and (3) bidirectional tensioning and locking: the anchor cable 100 is sleeved into the bidirectional tensioning fastener 400 to complete the locking of the anchor cable 100.
The method for reinforcing the rock pillar 700 provided by the embodiment mainly aims at the overall stability and surface protection requirements of the underground mining rock pillar 700 structure. By arranging the bidirectional anchor cable 100 and adopting the bidirectional tensioning fastener 400 to bidirectionally tension the anchor cable 100, the stress state of surrounding rocks of the rock column 700 is improved, the surface protection capability of the surrounding rocks of the rock column 700 is enhanced, and the overall stability of the rock column 700 is improved. On one hand, the rock column 700 reinforcement method provided by the invention has relatively simple construction process and higher construction efficiency, and meanwhile, the additional damage of the anchor cable holes 410 to the original rock column 700 possibly caused by penetration can be avoided greatly, so that the safety benefit is remarkable; on the other hand, by adopting the rock column 700 reinforcement method provided by the invention, the stress state of the surrounding rock of the rock column 700 is improved, the surface protection capability of the surrounding rock of the rock column 700 is enhanced, the overall stability of the rock column 700 is improved, the long-term stability of the structural rock column 700 in the operation period of underground mining is ensured, the repair and maintenance frequency of the structural rock column 700 is reduced, the mine production efficiency is indirectly improved, and the mining cost of ore bodies is further reduced.
As shown in fig. 1 and 2, the method for reinforcing the rock pillar 700 according to the present embodiment is described in a specific environmental condition by way of example:
some underground metal mine ore bodies are in a steep dip shape in space, and have a trend of about 200m in length and about 100m in width. The burial depth is 1000m, and the inclination angle is 55-75 degrees. The IV and V level structural surfaces of the ore sections are relatively developed, main ore body parent rock and direct surrounding rock (ore) Dan Duo are complete, compact, crisp and hard, high in compressive strength and almost closed in cracks, and the rock is a block-shaped complete hard-semi-hard rock group, good in stability and simple in engineering geological conditions. The underground ore-discharging structure rock pillar 700 is designed according to factors such as the occurrence form of ore bodies, the stability of ore rocks, the lean index requirement, the production capacity and the like. The example mine bottom ore removal structure is comprised of an ore removal roadway 500, an ore removal access 600, and a rock pillar 700. The ore drawing tunnel 500 and the ore drawing inlet 600 are three-center arches with the width of 4.2m and the height of 3.9m, and the width of the rock pillar 700 is 14m.
Specifically, in step 1, construction is performed on the wall of the ore removal route 600 at one side of the rock pillar 700, four anchor cable drill holes are arranged, the diameters of the four anchor cable drill holes are 60-65 mm, the distance between the four anchor cable drill holes is 0.6m, the hole depth is 3.5m, four anchor cable 100 corresponding to the anchor cable drill holes are arranged, a single anchor cable 100 adopts 1 x 19-1860MPa steel strands with phi 21.8mm, and the length is 12.0m and is exposed to 40cm.
Specifically, in step 2, construction is performed on the wall of the ore removal route 600 at the other side of the rock pillar 700, four anchor cable drill holes are arranged, the diameters of the four anchor cable drill holes are 60-65 mm, the distance between the four anchor cable drill holes is 0.6m, the hole depth is 3.5m, four anchor cable 100 corresponding to the anchor cable drill holes are arranged, a single anchor cable 100 adopts 1 x 19-1860MPa steel strands with phi 21.8mm, and the length is 12.0m and is exposed to 40cm.
Specifically, in step 1 and step 2, the anchoring ends in the anchor rope 100 are in the form of enlarged heads, and the outer diameters of the enlarged heads are 40mm. It will be appreciated that the enlarged head may be in the form of an enlarged head of anchor cable 100 which is preferably secured to the rock bolt 700, the enlarged head being formed by a dedicated extrusion apparatus.
Further, in the anchor cable drilling in the step 1 and the step 2, cement slurry with the water-cement ratio of 0.5:1 is adopted to pressurize and pour the anchor cable hole 410, and the grouting pressure is 0.5-1.0 MPa. In addition, the anchor cable 100 in the straight section area of the ore removal point penetrates into a pipe seam anchor rod 200, and the diameter of the pipe seam anchor rod 200 is 40mm, so that the anchor cable 100 is protected from damage when impacted by the scraper. The diameter of the pipe seam anchor rod 200 and the diameter of the anchor cable 100 are matched with the aperture of the anchor cable drilling hole in a coordinated manner; the installation of the pipe seam anchor rod 200 and the enlarged head of the anchor cable 100 is not limited in sequence, and can be adjusted according to actual conditions.
Further, in step 3, four anchor rod drilling holes are provided corresponding to the bidirectional stretching locking pieces 400, the diameters of the anchor rod drilling holes are 30-50 mm, four mortar anchor rods 300 are also provided corresponding to the anchor rod drilling holes, and the sizes of the mortar anchor rods 300 are phi 22mm multiplied by 3000mm.
As shown in fig. 3 and 4, the bidirectional tension locking piece 400 is a prefabricated integral component, and one tension locking piece is correspondingly connected with two anchor cables 100, and the two anchor cables 100 are respectively from different two sides of the rock pillar 700. It will be appreciated that the purpose of the bi-directional fastener 400 being an integral component is to provide an optimal locking effect; the diameter of the anchor rod hole 420 is matched with the diameter of the mortar anchor rod 300 to provide the optimal fastening effect; the anchor rod hole 420 is constructed, the mortar anchor rod 300 is installed, cement mortar is poured, and after the anchoring strength is reached, the two-way tension locking piece 400 is sleeved into the mortar anchor rod 300, and then the locking member is carried out.
Two anchor cable holes 410 for connecting the anchor cable 100 and anchor rod holes 420 for connecting the mortar anchor rod 300 are arranged on the bidirectional tensioning locking piece, and the opening directions of the two anchor cable holes 410 are opposite. In addition, the method for reinforcing a rock pillar 700 provided in this embodiment further includes two locking piers 430, the two locking piers 430 are respectively disposed at the two anchor cable holes 410, through holes 431 communicating with the anchor cable holes 410 are disposed in the locking piers 430, and the through holes are tilted up by 30 ° to 90 °.
Specifically, in step 3, the bidirectional tension fastener 400 is integrally formed by adopting Q235 steel, the thickness is 65mm, and the diameter of the anchor cable hole 410 is 38mm; the anchor bore 420 has a diameter of 25mm.
In step 4, a cyclic tensioning mode is adopted when the anchor cable 100 is pulled by the bidirectional zipper, each side is tensioned by 50kN and then tensioned by the other side until the locking value reaches 200kN, so that active constraint on the surface of the rock column 700 is realized.
The method for reinforcing the rock pillar 700 provided by the embodiment has the following advantages:
the method for reinforcing the rock pillar 700 provided by the embodiment mainly aims at the overall stability and surface protection requirements of the underground mining rock pillar 700 structure. By arranging the bidirectional anchor cable 100 and adopting the bidirectional tensioning fastener 400 to bidirectionally tension the anchor cable 100, the stress state of surrounding rocks of the rock column 700 is improved, the surface protection capability of the surrounding rocks of the rock column 700 is enhanced, and the overall stability of the rock column 700 is improved.
On one hand, the rock column 700 reinforcement method provided by the invention has relatively simple construction process and higher construction efficiency, and meanwhile, the additional damage of the anchor cable holes 410 to the original rock column 700 possibly caused by penetration can be avoided greatly, so that the safety benefit is remarkable; on the other hand, by adopting the rock column 700 reinforcement method provided by the invention, the stress state of the surrounding rock of the rock column 700 is improved, the surface protection capability of the surrounding rock of the rock column 700 is enhanced, the overall stability of the rock column 700 is improved, the long-term stability of the structural rock column 700 in the operation period of underground mining is ensured, the repair and maintenance frequency of the structural rock column 700 is reduced, the mine production efficiency is indirectly improved, and the mining cost of ore bodies is further reduced.
The above description is only of the preferred embodiments of the present invention and is not intended to limit the present invention, but various modifications and variations can be made to the present invention by those skilled in the art. Any modification, equivalent replacement, improvement, etc. made within the spirit and principle of the present invention should be included in the protection scope of the present invention.
Claims (10)
1. A method of reinforcing a rock column, comprising the steps of:
step 1: constructing a plurality of anchor rope drilling holes at proper positions on one side of the rock column, installing one end of the anchor rope in the anchor rope drilling holes, grouting and cementing the whole length of the anchor rope drilling holes, installing a pipe joint anchor rod outside the anchor rope drilling holes, and allowing the anchor rope to pass through the pipe joint anchor rod;
step 2: constructing a plurality of anchor rope drilling holes at the other side of the rock column, installing one end of the anchor rope in the anchor rope drilling holes, grouting and cementing the whole length of the anchor rope drilling holes, installing a pipe joint anchor rod outside the anchor rope drilling holes, and allowing the anchor rope to pass through the pipe joint anchor rod;
step 3: constructing a plurality of anchor rod drilling holes at proper positions of a rock column, installing a mortar anchor rod, pouring cement mortar, and fixing a bidirectional tensioning locking piece on the wall of the rock column through the mortar anchor rod after the anchoring strength is reached;
step 4: and after the anchor cable reaches the anchoring strength, the anchor cables at the two sides of the rock column are sleeved into the bidirectional tensioning locking pieces, and the anchor cable locking is completed by tensioning, so that the active reinforcement of the rock column is realized.
2. The rock column reinforcement method according to claim 1, wherein in the step 1, four anchor rope holes are provided, the diameters of the four anchor rope holes are 60-65 mm, the distance between the four anchor rope holes is 0.6m, and the four anchor rope holes are provided corresponding to the anchor rope holes.
3. The rock column reinforcement method according to claim 1, wherein in the step 2, four anchor rope holes are provided, the diameters of the four anchor rope holes are 60-65 mm, the distance between the four anchor rope holes is 0.6m, and the four anchor rope holes are provided corresponding to the anchor rope holes.
4. The method of claim 1, wherein the anchoring ends in the anchor lines in step 1 and step 2 are in the form of enlarged heads.
5. The rock column reinforcement method according to claim 1, wherein cement paste with a water cement ratio of 0.5:1 is filled into the anchor cable drilling holes in the step 1 and the step 2 in a pressurizing mode, and grouting pressure is 0.5-1.0 MPa.
6. The rock column reinforcement method according to claim 1, wherein in the step 3, four anchor rod drilling holes are formed corresponding to the bidirectional tensioning locking pieces, the diameters of the anchor rod drilling holes are 30-50 mm, and four mortar anchor rods are also formed corresponding to the anchor rod drilling holes.
7. The method for reinforcing a rock column according to claim 1, wherein the two-way tension locking piece is a prefabricated integral component, one tension locking piece is correspondingly connected with two anchor cables, and the two anchor cables are respectively from two different sides of the rock column.
8. The method for reinforcing a rock column according to claim 1, wherein two anchor cable holes for connecting the anchor cable and an anchor rod hole for connecting the mortar anchor rod are formed in the bidirectional tensioning locking piece, and the opening directions of the two anchor cable holes are opposite.
9. The method of claim 1, wherein in step 3, the bi-directional tension locking member is integrally preformed from steel.
10. The method for reinforcing a rock column according to claim 1, wherein in the step 4, a cyclic tensioning mode is adopted when the anchor cable is pulled by the bidirectional tension lock, and each side is tensioned after being tensioned by 50kN, and then the other side is tensioned until the locking value is reached, so that active constraint on the surface of the rock column is realized.
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202310737238.1A CN116480392B (en) | 2023-06-21 | 2023-06-21 | Rock column reinforcing method |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202310737238.1A CN116480392B (en) | 2023-06-21 | 2023-06-21 | Rock column reinforcing method |
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| CN116480392A true CN116480392A (en) | 2023-07-25 |
| CN116480392B CN116480392B (en) | 2023-09-29 |
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Citations (13)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| FR1285087A (en) * | 1960-04-07 | 1962-02-16 | Bergwerksverband Gmbh | Method of fixing anchor bolts in the blasting holes receiving them, and anchor bolt for the implementation of this method |
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