CN113202476B - Covering rock grouting method for remotely changing position by using non-bottom column sublevel caving method - Google Patents
Covering rock grouting method for remotely changing position by using non-bottom column sublevel caving method Download PDFInfo
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- CN113202476B CN113202476B CN202110588129.9A CN202110588129A CN113202476B CN 113202476 B CN113202476 B CN 113202476B CN 202110588129 A CN202110588129 A CN 202110588129A CN 113202476 B CN113202476 B CN 113202476B
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- 239000011435 rock Substances 0.000 title claims abstract description 57
- 238000000034 method Methods 0.000 title claims abstract description 41
- 238000011084 recovery Methods 0.000 claims abstract description 5
- 238000007789 sealing Methods 0.000 claims abstract description 4
- 238000005086 pumping Methods 0.000 claims description 26
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 12
- 239000004115 Sodium Silicate Substances 0.000 claims description 6
- 239000000463 material Substances 0.000 claims description 6
- NTHWMYGWWRZVTN-UHFFFAOYSA-N sodium silicate Chemical compound [Na+].[Na+].[O-][Si]([O-])=O NTHWMYGWWRZVTN-UHFFFAOYSA-N 0.000 claims description 6
- 229910052911 sodium silicate Inorganic materials 0.000 claims description 6
- 239000007787 solid Substances 0.000 claims description 6
- 239000002002 slurry Substances 0.000 claims description 4
- 239000002893 slag Substances 0.000 claims description 3
- 239000004568 cement Substances 0.000 claims description 2
- 238000001035 drying Methods 0.000 claims description 2
- 238000005406 washing Methods 0.000 claims description 2
- 238000002156 mixing Methods 0.000 abstract description 4
- 239000002699 waste material Substances 0.000 abstract description 4
- 230000000694 effects Effects 0.000 abstract description 3
- 238000010586 diagram Methods 0.000 description 7
- 238000010790 dilution Methods 0.000 description 4
- 239000012895 dilution Substances 0.000 description 4
- 238000005065 mining Methods 0.000 description 4
- 239000010878 waste rock Substances 0.000 description 4
- 238000000605 extraction Methods 0.000 description 3
- 239000000243 solution Substances 0.000 description 2
- 238000009412 basement excavation Methods 0.000 description 1
- 230000015572 biosynthetic process Effects 0.000 description 1
- 238000010276 construction Methods 0.000 description 1
- 230000003111 delayed effect Effects 0.000 description 1
- 238000005553 drilling Methods 0.000 description 1
- 238000004519 manufacturing process Methods 0.000 description 1
- 238000002844 melting Methods 0.000 description 1
- 230000008018 melting Effects 0.000 description 1
- 238000004080 punching Methods 0.000 description 1
Classifications
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21C—MINING OR QUARRYING
- E21C41/00—Methods of underground or surface mining; Layouts therefor
- E21C41/16—Methods of underground mining; Layouts therefor
- E21C41/22—Methods of underground mining; Layouts therefor for ores, e.g. mining placers
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK 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
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
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- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Architecture (AREA)
- Structural Engineering (AREA)
- Environmental & Geological Engineering (AREA)
- Remote Sensing (AREA)
- Civil Engineering (AREA)
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
Abstract
The invention relates to a covering rock grouting method for remotely changing positions by a bottom column-free sublevel caving method, which is characterized in that a pipe-drawing grouting pipe is arranged at the uppermost sublevel of the bottom column-free sublevel caving method, grouting is carried out at the second sublevel, one ore caving step is extracted every time, the pipe-drawing grouting pipe is drawn out for one ore caving step, the grouting position is adjusted to the position where grouting is needed, and as the grouting covering rock thickness is only one sublevel high, the grouting cost is low, the grouting problem of remote position change in the covering rock sealing area by the bottom column-free sublevel caving method is solved, ore drawing under the protection of grouting covering rock is realized, the mixing of waste rocks at the front side is effectively prevented, the ore recovery effect is improved.
Description
Technical Field
The invention belongs to the technical field of underground mine caving mining methods, and relates to a covering rock grouting method for a long-distance position change of a sublevel caving method without a bottom column.
Background
The sublevel caving method without the bottom column has the advantages of simple process structure, high mining strength, high efficiency, high mechanization degree, safety, low mining cost and the like, and is widely applied worldwide.
The standard sublevel caving method without bottom pillars is to divide ore bodies into a plurality of stages, divide the stages into a plurality of segments by stoping roadways, and perform stoping from top to bottom one by one. The sectional rock drilling, ore caving, ore drawing and other works are carried out in the stoping tunnel from the tail end of the stoping tunnel to the inlet end of the stoping tunnel, and the stoping is carried out at a time by a small ore caving step distance, and the ore caving step distance is generally 1.5m-2m.
Caving ore is put under the overburden, and because the ore and rock are in direct contact, the ore can be mixed into the rock when being put out, so that the loss and dilution of the ore to be put is large, and the problem of the loss and dilution of the ore to be put under the overburden is not solved well, so that the method is a great difficulty puzzled in the mining industry.
The cover rock waste rock of the front, top and side surfaces of the cover rock ore is mixed under the cover rock stratum, and a great deal of practice shows that: the front cover rock waste rock is mixed most, and the loss and dilution of the ore are greatly reduced as long as the front cover rock waste rock is prevented from being mixed. Grouting is carried out in the cover rock, the cover rock is glued, and ore drawing is carried out under the grouting cover rock stratum, so that the front mixing of waste rocks can be effectively prevented.
A layer of gelatinous cover rock is formed on the stoping ore body, grouting can only be carried out on the upper subsection to lower subsection cover rock, the stoping of the upper subsection is required to be advanced by more than 20m or stoping is carried out layer by layer, the grouting position is covered by the cover rock, a person cannot enter the grouting position, and the stoping of the stoping step of the bottomless column is carried out only once by a smaller ore breaking step, and the position required to be grouted is changed every time along with the stoping of the stoping step of the bottomless column, so that the grouting cover rock of the stoping step of the bottomless column is formed into a dynamic grouting problem of closed area, long distance and position change of the cover rock.
Disclosure of Invention
Aiming at the problems of formation of the grouting cover rock by the non-bottom-column sublevel caving method, the invention provides a cover rock grouting method with a long-distance position change by the non-bottom-column sublevel caving method, so that the non-bottom-column sublevel caving method performs low-dilution ore drawing under the grouting cover rock.
The aim of the invention is achieved by the following technical scheme.
A covering rock grouting method for remotely changing positions by a non-bottom column sublevel caving method is characterized by comprising the following two steps:
step one, pre-buried pumping pipe grouting pipe
Digging deep trenches at the two sides of the bottom of all uppermost section stoping roadways and extending to the uppermost section connecting road, embedding a pumping pipe grouting pipe into the deep trenches, wherein the pumping pipe grouting pipe consists of a pumping pipe grouting pipe outer pipe and a pumping pipe grouting pipe inner pipe, extending the pumping pipe grouting pipe out of the ground at the uppermost section connecting road and leaving a certain length, taking the pumping pipe grouting pipe as an inlet end of grouting, connecting the pumping pipe grouting pipe inner pipe with grouting equipment, filling the deep trenches with working face slag, sealing the surfaces with concrete cement, completely drying the concrete, and carrying out rollback stoping of the uppermost section stoping roadway from the tail end to the inlet end;
step two, grouting the covering rock
When the second section stoping tunnel is stoped, the back stoping is carried out from the tail end of the second section stoping tunnel to the direction of the inlet end, the ore drawing of one ore caving step is finished, the cover rock falls to the end of the working face, the uppermost section connecting channel uses grouting equipment to perform grouting on the cover rock at the end of the working face of the current second section stoping tunnel through a grouting pipe until grouting slurry flows out of the working face, water is injected again, the grouting pipe is washed, the inner pipe of the grouting pipe is extracted at the grouting equipment for one ore caving step length, the grouting outlet of the inner pipe of the grouting pipe is adjusted to the grouting position of the next ore caving step, the stoping of the next ore caving step is carried out, grouting is carried out again, the stoping is carried out again until the second section stoping tunnel is finished, and grouting work of the cover rock of the current second section stoping tunnel is completed, and the stoping and grouting work of all the second section stoping tunnels are completed in the same way;
the third section and the following sections adopt the traditional sublevel caving method for ore recovery.
Preferably, the depth of the deep groove is 30 cm-50 cm, and the width of the deep groove is larger than the pipe diameter of the outer pipe of the pumping pipe grouting pipe.
Preferably, the outer pipe of the pipe-drawing grouting pipe is made of PPR pipe material with the pipe diameter of 2-2.5 inches, 2-4 rows of grouting holes with the aperture of 0.5-1cm are formed on the lower part and the side part of the outer pipe of the pipe-drawing grouting pipe in a whole length, the inner pipe of the pipe-drawing grouting pipe is made of a continuous rubber pipe with the length of 6 minutes or 1 inch and no joint, the inner pipe of the pipe-drawing grouting pipe is penetrated in the outer pipe of the pipe-drawing grouting pipe, and the lengths of the inner pipe of the pipe-drawing grouting pipe and the outer pipe of the pipe-drawing grouting pipe are the same.
Preferably, the grouting equipment adopts a water pump or a grouting machine.
Preferably, the grouting material is solid sodium silicate, water is needed to be dissolved into grouting solution before grouting, and the ratio of the solid sodium silicate to the water is 1: (5-20), the ratio of the primary grouting amount to the volume of the covering rock to be grouting is 1: (5-20).
The invention has the advantages that: the method for grouting the covering rock with the remote position change of the non-bottom-column sublevel caving method is characterized in that a pumping pipe grouting pipe is arranged at the uppermost sublevel of the non-bottom-column sublevel caving method, grouting is carried out at the second sublevel, the grouting covering rock is only one sublevel high in thickness, the grouting cost is low, the grouting difficult problem of the non-bottom-column sublevel caving method in the covering rock sealing area and with the remote position change is solved, ore drawing is carried out under the protection of the grouting covering rock, the mixing of front waste rock is effectively prevented, the ore stoping effect is improved, the method is simple to operate, the construction speed is high, and the method is suitable for mines with all non-bottom-column sublevel caving methods.
Drawings
FIG. 1 is a schematic diagram of a pump down grouting pipe arrangement.
Fig. 2 is a schematic diagram of deep trench excavation and pipe grouting pipe arrangement at the bottom of a stope.
FIG. 3 is a schematic diagram of a grouting apparatus for uppermost segment contact placement.
Fig. 4 is a schematic horizontal cross-sectional view of a pump-around grouting pipe arrangement.
Fig. 5 is a schematic view of a combination of a suction pipe grouting pipe inner pipe and a suction pipe grouting pipe outer pipe, and grouting hole punching of the suction pipe grouting pipe outer pipe.
Fig. 6 is a schematic diagram of the completion of the pre-buried extraction pipe grouting pipe.
Fig. 7 is a schematic diagram of the second section in recovery and overburden grouting.
FIG. 8 is a schematic diagram of a third section beginning to recover and grouting overburden downward.
Detailed Description
Specific embodiments of the present invention are further described below with reference to the accompanying drawings.
The invention discloses a covering rock grouting method for remotely changing positions by a bottom column-free sublevel caving method, which is characterized by comprising the following two steps of:
step one, pre-buried pumping pipe grouting pipe
As shown in fig. 1-4, deep trenches 2 are dug in the whole length of the two sides of the bottom of all uppermost section stoping roadways 1, and extend to uppermost section connecting roads 4, grouting pipes 3 of the pumping pipes are buried in the deep trenches 2,
the pipe-drawing grouting pipe 3 consists of a pipe-drawing grouting pipe outer pipe 7 and a pipe-drawing grouting pipe inner pipe 8, as shown in a figure 5, PPR pipe materials with the pipe diameter of 2-2.5 inches are selected as the pipe-drawing grouting pipe outer pipe 7, 2-4 rows of grouting holes 9 with the hole diameters of 0.5-1cm are drilled on the lower part and the side part of the pipe-drawing grouting pipe outer pipe 7 in a full length mode, the arrangement mode and the interval of the grouting holes 9 can be designed according to practical conditions, grouting slurry can flow out through the grouting holes 9, the pipe-drawing grouting pipe outer pipe 7 is connected with each other by adopting a hot melting method, the pipe-drawing grouting pipe inner pipe 8 is preferably a continuous rubber pipe with the pipe diameter of 6 minutes or 1 inch without joints, the pipe-drawing grouting pipe inner pipe 8 can be smoothly drawn out from the pipe-drawing grouting pipe outer pipe 7 when a grouting outlet is adjusted, the pipe-drawing grouting pipe inner pipe 8 is prevented from being clamped in the pipe-drawing grouting pipe outer pipe 7, and the pipe-drawing grouting pipe inner pipe 8 is penetrated into the pipe-drawing grouting pipe outer pipe 7, and the pipe inner pipe 8 and the length of the pipe grouting pipe inner pipe 8 is identical;
as shown in the figure 2, the depth of the deep groove 2 is 30 cm-50 cm, the width is larger than the diameter of the outer pipe 7 of the grouting pipe of the pumping pipe, and the grouting pipe 3 of the pumping pipe can be smoothly embedded;
the pipe-pumping grouting pipe 3 is extended out of the ground and is reserved at the uppermost segment connecting channel 4 to be used as an inlet end of grouting, the inner pipe 8 of the pipe-pumping grouting pipe is connected with grouting equipment 6 by a connecting pipe fitting, the deep trench 2 is filled with working face slag, the surface is sealed and flattened by concrete cementing, after the concrete is dried out, the back-type stoping work from the tail end to the inlet end of the uppermost segment stoping roadway 1 is carried out, and fig. 6 is a schematic diagram of the situation of completing the work of the pre-buried pipe-pumping grouting pipe.
Step two, grouting the covering rock
As shown in fig. 1, 3 and 7, when the second section stoping roadway 5 is stoped, the rollback stoping is performed from the tail end to the inlet end of the second section stoping roadway 5, the ore drawing of one ore caving step is finished, the cover rock 10 falls to the end of the working surface, the uppermost section connecting passage 4 uses the grouting equipment 6 to perform grouting on the cover rock 10 at the end of the working surface of the current second section stoping roadway 5 through the pipe-extracting grouting pipe 3 until grouting slurry flows out of the working surface, water is injected for 1-2 minutes, the pipe-extracting grouting pipe 3 is subjected to pipe-washing, the pipe-extracting grouting pipe inner pipe 8 of the pipe-extracting grouting pipe 3 is extracted at the grouting equipment 6 for one ore caving step length, the grouting outlet of the pipe-extracting grouting pipe inner pipe 8 is adjusted to the grouting position of the next ore caving step, the stoping step is performed again, grouting is performed again until the second section stoping roadway 5 is finished, and all the stoping operations of the second section stoping roadway 5 and the second section stoping roadway are completed;
the grouting material is solid sodium silicate, water is needed to be dissolved into grouting solution before grouting, and the ratio of the solid sodium silicate to the water is 1: (5-20), the ratio of the primary grouting amount to the volume of the covering rock to be grouting is 1: (5-20).
As shown in fig. 7, along with the extraction of the uppermost section, the extraction and grouting are performed on the second section at the same time, and a grouting cover rock layer is gradually formed, and as the thickness of the grouting cover rock is only one section high, the grouting cost is low, and the mixing of waste rocks on the front surface can be prevented during ore drawing.
The third section and the following sections adopt the traditional sublevel caving method for ore recovery.
In production, the third section and the following sections do not need to wait for the second section to completely grouting and then stope, and only the upper section is required to be delayed by at least 20m according to the safety requirement of a non-bottom column section caving method, as shown in fig. 8, the situation that grouting cover rocks move downwards when the three sections are stoped and advanced is shown, and the effect of preventing waste rocks from being mixed into ore drawing is achieved.
According to the grouting equipment 6, a water pump or a grouting machine is adopted in the grouting equipment 6, and 11 is grouting cover rock; 12 is the body to be mined; a and B are grouting pipes arranged on the inner sides of two adjacent roadways.
Claims (3)
1. A covering rock grouting method for remotely changing positions by a non-bottom column sublevel caving method is characterized by comprising the following two steps:
step one, pre-buried pumping pipe grouting pipe
Digging deep trenches at the two sides of the bottom of all uppermost section stoping roadways and extending to the uppermost section connecting road, embedding a pumping pipe grouting pipe into the deep trenches, wherein the pumping pipe grouting pipe consists of a pumping pipe grouting pipe outer pipe and a pumping pipe grouting pipe inner pipe, extending the pumping pipe grouting pipe out of the ground at the uppermost section connecting road and leaving a certain length, taking the pumping pipe grouting pipe as an inlet end of grouting, connecting the pumping pipe grouting pipe inner pipe with grouting equipment, filling the deep trenches with working face slag, sealing the surfaces with concrete cement, completely drying the concrete, and carrying out rollback stoping of the uppermost section stoping roadway from the tail end to the inlet end;
step two, grouting the covering rock
When the second section stoping tunnel is stoped, the back stoping is carried out from the tail end of the second section stoping tunnel to the direction of the inlet end, the ore drawing of one ore breaking step distance is finished, the cover rock falls to the end of the working face, the uppermost section connecting channel uses grouting equipment to pass through a pipe-extracting grouting pipe, grouting is carried out on the cover rock at the end of the working face of the current second section stoping tunnel until grouting slurry flows out of the working face, water is injected again, pipe washing is carried out on the pipe-extracting grouting pipe, the inner pipe of the pipe-extracting grouting pipe is extracted at the grouting equipment for one ore breaking step distance, the grouting outlet of the inner pipe of the pipe-extracting grouting pipe is adjusted to the grouting position of the next ore breaking step distance, the stoping of the next ore breaking step distance is carried out, grouting is carried out again, the stoping is carried out again until the stoping of the second section stoping tunnel is finished, namely the cover rock grouting work of the second section stoping tunnel is completed, and the stoping and grouting work of all the second section stoping tunnels are completed in the same way;
the outer pipe of the pipe-drawing grouting pipe is made of PPR pipe material with the pipe diameter of 2-2.5 inches, 2-4 rows of grouting holes with the aperture of 0.5-1cm are formed on the lower part and the side part of the outer pipe of the pipe-drawing grouting pipe in a full length mode, the inner pipe of the pipe-drawing grouting pipe is made of a continuous rubber pipe with the length of 6 minutes or 1 inch and no joint, the inner pipe of the pipe-drawing grouting pipe is penetrated in the outer pipe of the pipe-drawing grouting pipe, and the lengths of the inner pipe of the pipe-drawing grouting pipe and the outer pipe of the pipe-drawing grouting pipe are the same;
the grouting material is solid sodium silicate, water is needed to be dissolved into grouting solution before grouting, and the ratio of the solid sodium silicate to the water is 1: (5-20), the ratio of the primary grouting amount to the volume of the covering rock to be grouting is 1: (5-20);
the third section and the following sections adopt the traditional sublevel caving method for ore recovery.
2. The method for grouting the covering rock with the long-distance position change by using the bottom column-free sublevel caving method according to claim 1, wherein the depth of the deep trench is 30 cm-50 cm, and the width of the deep trench is larger than the pipe diameter of the outer pipe of the pumping pipe grouting pipe.
3. The method for grouting covering rocks at a remote position change by a pillarless sublevel caving method according to claim 1, wherein the grouting equipment adopts a water pump or a grouting machine.
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202110588129.9A CN113202476B (en) | 2021-05-28 | 2021-05-28 | Covering rock grouting method for remotely changing position by using non-bottom column sublevel caving method |
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| Application Number | Priority Date | Filing Date | Title |
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| CN202110588129.9A CN113202476B (en) | 2021-05-28 | 2021-05-28 | Covering rock grouting method for remotely changing position by using non-bottom column sublevel caving method |
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| CN113202476A CN113202476A (en) | 2021-08-03 |
| CN113202476B true CN113202476B (en) | 2023-08-11 |
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Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| SU1689623A1 (en) * | 1989-08-09 | 1991-11-07 | Институт Горного Дела Ан Казсср | Method for working steep ore deposits of moderate thickness |
| RU2454540C1 (en) * | 2010-12-27 | 2012-06-27 | Учреждение Российской академии наук Институт горного дела Сибирского отделения РАН | Rock pressure control method |
| CN102619517A (en) * | 2012-04-26 | 2012-08-01 | 辽宁科技大学 | Overlaying rock cemented pillarless sublevel caving method |
| CN103437766A (en) * | 2013-09-03 | 2013-12-11 | 北京矿冶研究总院 | In-situ fragmentation mining method |
| CN111980707A (en) * | 2020-09-16 | 2020-11-24 | 昆明理工大学 | Method for reinforcing fault broken zone bottom column by natural caving method |
-
2021
- 2021-05-28 CN CN202110588129.9A patent/CN113202476B/en active Active
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| SU1689623A1 (en) * | 1989-08-09 | 1991-11-07 | Институт Горного Дела Ан Казсср | Method for working steep ore deposits of moderate thickness |
| RU2454540C1 (en) * | 2010-12-27 | 2012-06-27 | Учреждение Российской академии наук Институт горного дела Сибирского отделения РАН | Rock pressure control method |
| CN102619517A (en) * | 2012-04-26 | 2012-08-01 | 辽宁科技大学 | Overlaying rock cemented pillarless sublevel caving method |
| CN103437766A (en) * | 2013-09-03 | 2013-12-11 | 北京矿冶研究总院 | In-situ fragmentation mining method |
| CN111980707A (en) * | 2020-09-16 | 2020-11-24 | 昆明理工大学 | Method for reinforcing fault broken zone bottom column by natural caving method |
Non-Patent Citations (1)
| Title |
|---|
| 毛公铁矿大结构参数无底柱分段崩落法多分段放矿实验;常贯峰等;金属矿山(11);全文 * |
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