Process for treating deformation and bunching of water sump of underground main drainage system of coal mine

Abstract

The invention belongs to the technical field of underground main drainage systems of coal mines, and discloses a water sump deformation and bunching treatment process for an underground main drainage system of a coal mine. And the problem of water mixing of the inner water sump and the outer water sump due to the fact that stress transfer between water sump groups is not considered in a traditional water sump treatment process is effectively solved. Comprising the steps that during construction, a temporary water storage bin with double retention walls and multiple standby pumps is adopted, specifically, an inner retention wall and an outer retention wall are built, multiple submersible pumps are installed, and multiple water feeding pipelines are laid to a main drainage pump; constructing a graded three-dimensional grouting mode: performing deep hole grouting on a top plate; the surrounding rock medium-length hole is grouted in multiple rounds, and the multi-round pressure grouting process adopts the circulation of'grouting-trepanning drilling-re-grouting '; grouting shallow holes in the silo wall; three drill sites are designed for water sump block surrounding rock grouting reinforcement. The effective section recovery rate of the water sump is larger than or equal to 90%, the plugging rate of a water channel is 100%, the rock pillar permeability coefficient is reduced, and the service life of a supporting structure is prolonged.

Description

TECHNICAL FIELD

[0001] The application belongs to the technical field of coal mine underground main drainage system, and particularly relates to a coal mine underground main drainage system sump deformation and sump treatment process. BACKGROUND

[0002] The coal mine underground main drainage system, which is composed of a water pump house, a sump and a substation, is a core facility for coal mine safety production. Due to the long-term effect of mining dynamic pressure, the sump roadway of the main drainage system is seriously deformed and damaged, the concrete lining structure of the main drainage sump is damaged, the inner and outer sumps are connected, the pipeline is deformed due to the subsidence of the pump house roof, the distribution roadway is deformed, the gate valve is damaged and water seepage is serious. If the continuous deterioration continues, the overall collapse will be caused, which seriously threatens the safety production of the coal mine.

[0003] The traditional sump treatment process has the following technical defects: (1) single grouting reinforcement does not consider the stress transmission between the sump groups, which leads to the connection of the inner and outer sumps; (2) the conventional support cannot resist the continuous mining deformation, and the concrete lining structure is prone to progressive damage; (3) the reinforcement in the narrow space of the distribution roadway is not complete, and the gate valve has a high risk of pressure failure. SUMMARY

[0004] The purpose of the present application is to provide a coal mine underground main drainage system sump deformation and sump treatment process, which effectively solves the problem that the traditional sump treatment process does not consider the stress transmission between the sump groups, which leads to the connection of the inner and outer sumps.

[0005] To solve the above technical problems, the technical scheme adopted by the present application is as follows: a coal mine underground main drainage system sump deformation and sump treatment process, comprising the following steps.

[0006] S1, establishing a dynamic drainage guarantee system: a double water retaining wall and a temporary water storage sump with multiple backup pumps are used during construction, including building an inner water retaining wall and an outer water retaining wall, installing multiple submersible pumps, and laying multiple water feeding pipelines to the main drainage pump to realize drainage without passing through the sump and leaving the sump empty.

[0007] S2, constructing a hierarchical three-dimensional grouting mode: deep-middle-shallow hierarchical grouting reinforcement is adopted, including: roof deep hole grouting; surrounding rock middle deep hole grouting, which is divided into multiple rounds of grouting, and the multiple rounds of pressure grouting process adopts the cycle of "grouting-hole drilling-regrouting"; sump wall shallow hole grouting.

[0008] S3, sump block surrounding rock grouting reinforcement design three drill fields, including: -440 main track secondary downhill bottom field outer end, double sump northeast intersection roadway, outer sump, corresponding reinforcement area is sump pump house, inner sump inner surrounding rock, outer sump surrounding rock.

[0009] Further, in step S2, the hole depth of the roof deep hole is 28.5-29m, the grouting pressure is 1.5-3MPa; the hole depth of the medium-deep hole of the surrounding rock is 20-60m, the single round grouting section length is 20-30m; the hole depth of the shallow hole of the bin wall is 2.5m, and the slurry diffusion radius is 2.0m.

[0010] Further, the grouting slurry is a cement-silicate double-liquid composite slurry, the weight ratio of the slurry is cement:silicate glass=1:0.06, and the water-cement ratio is 1.5:1; the initial injection pressure is 1.5MPa, and the final pressure is 3.0MPa.

[0011] Further, in step S1, the height of the inner waterproof wall is 0.5m, the height of the outer waterproof wall is 1.7m, and the rated flow of the submersible pump is 100m 3 / h.

[0012] Further, in step S2, the grouting hole arrangement satisfies the row distance of 2.5m±0.2m, the adjacent row vacancy misplacement is greater than or equal to 1.2m, and is arranged in the form of a plum-blossom pile.

[0013] Further, in step S1, the temporary water storage bin has a buffer capacity of 30-50m 3 / h and an emergency drainage capacity of greater than or equal to 150m 3 / h.

[0014] Further, in step S2, the roof deep hole grouting adopts a sequential operation, the odd-numbered holes are constructed first, and the even-numbered holes are constructed after 48 hours; the bin wall shallow hole grouting is constructed in two rounds, the first round hole depth is 2.0m, the re-injection hole depth is 2.5m, and the slurry vein coverage rate is greater than or equal to 85%.

[0015] Further, in step S3, the surrounding rock grouting reinforcement area of the outer water bin extends to the inner bin roof, the single hole depth is 31-43m, the total drilling rock footage is 677m; the single hole depth of the surrounding rock grouting reinforcement of the inner water bin inner ring is 60-135m, the total drilling rock footage is 279m, and the hole scanning footage is 507m.

[0016] Further, it is suitable for comprehensive treatment of concrete lining structure water bin string water in a high stress environment.

[0017] Compared with the prior art, the beneficial technical effects of the present application are: (1) The present application is aimed at the problems of double water sump and water distribution lane water string, and the comprehensive constraint conditions of water sump deformation, cleaning, space, time and other factors. The temporary water storage sump with double water retaining wall + three-way backup pump and the back grouting design of sump lane wall are adopted to reinforce the surrounding rock while achieving the anti-seepage effect. The present application can realize the effective cross section recovery rate of water sump ≥ 90%, the water string channel plugging rate 100%, the rock column permeability coefficient reduction, and the extension of the service life of the supporting structure. Compared with the traditional method, the present application can improve the bearing capacity of the supporting structure, shorten the construction period, and effectively solve the problems of surrounding rock reinforcement and water string in the water sump group in high stress environment.

[0018] (2) The present application is beneficial to realize the structure repair and function recovery of the deformed water sump of the main drainage system, effectively solve the problem of coal mine water sump deformation, improve the stability and safety of the drainage system, and promote the progress of the industry. BRIEF DESCRIPTION OF DRAWINGS

[0019] Figure 1 is a temporary drainage route map for emptying and cleaning the sump.

[0020] Figure 2 is a drilling site position schematic diagram.

[0021] Figure 3 is a pump house roof deep hole grouting drilling arrangement diagram.

[0022] Figure 4 is an inner water sump inner ring grouting reinforcement drilling arrangement diagram.

[0023] Figure 5 is an outer water sump surrounding rock grouting reinforcement drilling arrangement diagram.

[0024] Figure 6 is an outer water sump and water distribution lane sump wall plum blossom pile type grouting hole arrangement development diagram. DETAILED DESCRIPTION

[0025] Example 1: The 670m level drainage system of A coal mine is affected by long-term mining dynamic pressure. The sump and lane of the system appear serious deformation and damage: the concrete lining structure of the main drainage sump is damaged, the net width is reduced from 3m to 2.8m, and the net height is reduced from 3.1m to 2.5m; the inner and outer water sumps are water string; the pump house roof subsides to deform the pipeline; the water distribution lane is deformed, the gate valve is damaged and the water seepage is serious.

[0026] For the 670m level drainage system of A coal mine, the present embodiment provides a corresponding coal mine underground main drainage system water sump deformation and sump treatment process, which specifically includes the following steps.

[0027] S1, establish a dynamic drainage guarantee system: empty and clean the sump before construction, such as Figure 1As shown, a temporary water storage tank is set up in the northeast direction of the water measuring point 1 in the -670 main roadway. The temporary water storage tank adopts a double water-retaining wall and three backup pumps, including the construction of an inner water-retaining wall and an outer water-retaining wall. The height of the inner water-retaining wall is 0.5m, and the height of the outer water-retaining wall is 1.7m. Three pumps with a rated flow rate of 100m³ / h are installed. 3 A submersible pump with a capacity of / h is used, and three water supply lines are laid to the main drainage pump, such as... Figure 1 As indicated by the middle arrow, water is pumped through three pipelines to the -350 level by the main drainage pump; the temporary water storage tank is filled with water at a flow rate of 30-50 m³ / h. 3 / h, emergency drainage capacity 300m 3 / h.

[0028] S2. Construct a graded three-dimensional grouting method: adopt a graded grouting reinforcement method of "deep-medium-shallow", including: (1) Deep hole grouting of the top plate: the hole depth is 28.5-29m, and the grouting pressure is 1.5-3MPa. The deep hole grouting of the top plate adopts a sequential operation, first constructing odd-numbered holes, and then constructing even-numbered holes 48 hours later.

[0029] (2) Deep hole grouting in surrounding rock: The hole depth is 20-60m, and grouting is carried out in multiple rounds. The length of a single round of grouting is 20-30m. The multi-round pressure grouting process adopts the cycle of "grouting-hole drilling-re-grouting".

[0030] (3) Shallow hole grouting of the silo wall: The hole depth is 2.5m, the row spacing is 2.5m, the hole layout is quincunx, and the grout diffusion radius is 2.0m. The shallow hole grouting of the silo wall is carried out in two rounds. The first round hole depth is 2.0m, and the second round hole depth is 2.5m. The grout vein coverage rate is ≥85%.

[0031] In step S2, the arrangement of grouting holes meets the requirements of a row spacing of 2.5m ± 0.2m and an adjacent row spacing of ≥ 1.2m, forming a plum blossom pile pattern.

[0032] S3, the design of grouting reinforcement for the surrounding rock of the water reservoir block, three drilling sites, such as Figure 2 As shown, the area includes: the outer end of the -440 main track secondary downhill bottom yard (Drilling Site 1), the roadway at the northeast intersection of the two water tanks (Drilling Site 2), and the middle of the outer water tank (Drilling Site 3). The corresponding reinforcement areas are the water tank pump house, the inner ring surrounding rock of the inner water tank, and the surrounding rock of the outer water tank.

[0033] In step S3, (1) the pump house roof is reinforced: such as Figure 3 As shown in Table 1, six grouting holes (hole numbers 1-1 to 1-6) are arranged, with the hole opening point 2.5m from the bottom plate. Hole 1-1 is 62m from the roadway intersection, and the depth of a single hole is 28.5-29m. The grouting process is as follows: fixed mix pressure → grouting → casing drilling and grouting → sealing.

[0034] Table 1 Drilling Parameters for Grouting Reinforcement of Pump House Roof (2) Inner water sump surrounding rock reinforcement: such as Figure 4 As shown in Table 2, 3 grouting holes (hole numbers are 2-1, 2-2, 2-3) are provided, the single hole depth is 60-135m, multiple rounds of construction are performed, the grouting section of each round is 20-30m, and the process is fixed ratio pressure→grouting→hole drilling and grouting→hole sealing. The total drilling rock footage is 279m, and the hole sweeping footage is 507m.

[0035] Table 2 Drilling hole parameter table for inner ring grouting reinforcement of inner water sump (3) Outer water sump surrounding rock reinforcement: such as Figure 5 As shown in Table 3, 18 grouting holes (hole numbers are 3-1 to 3-18) are provided, the reinforcement is to the inner sump roof, the single hole depth is 31-43m, two rounds of construction are performed, the total drilling rock footage is 677m, and the process is fixed ratio pressure→grouting→hole drilling and grouting→hole sealing.

[0036] Table 3 Drilling hole parameter table for outer water sump surrounding rock grouting reinforcement (4) Outer water sump and water distribution lane wall back grouting reinforcement: 406 grouting holes, hole depth is 2.5m, two rounds of construction are performed, and the process is fixed ratio pressure→grouting→hole drilling and grouting→hole sealing.

[0037] (5) Water sump wall reinforcement: the grouting holes are arranged in rows with a row distance of 2.5m, and the outer water sump and the water distribution lane are arranged according to a specific mode, as shown in Table 4, in a quincunx pile mode, two rounds of grouting are performed, and the process is fixed ratio pressure→grouting→hole drilling and grouting→hole sealing. Figure 6

[0038] In this embodiment, the grouting slurry is a cement-silicate double-liquid composite slurry, the weight ratio of the slurry is cement:silicate=1:0.06, and the water-cement ratio is 1.5:1; the initial grouting pressure is 1.5MPa, and the final pressure is 3.0MPa.

[0039] The management process provided in this embodiment finally realizes that the effective section recovery rate of the water sump is ≥90%, the plugging rate of the water channel is 100%, and the permeability coefficient of the rock pillar is reduced. The management process provided in this embodiment is suitable for comprehensive management of water sump water channeling of a concrete lining structure in a high stress environment, and is especially suitable for a coal mine underground drainage system affected by mining dynamic pressure.

[0040] Of course, the above description is not a limitation on the present application, and the present application is not limited to the above examples. Changes, modifications, additions or substitutions made by those skilled in the art within the essential scope of the present application should also be within the protection scope of the present application.​

Claims

1. A process for treating deformation and cross-contamination of water sump in the main drainage system of an underground coal mine, characterized in that, Includes the following steps: S1. Establish a dynamic drainage guarantee system: During construction, a temporary water storage tank with double water-retaining walls and multiple backup pumps is adopted, including the construction of inner and outer water-retaining walls, the installation of multiple submersible pumps, and the laying of multiple water supply pipelines to the main drainage pump, so that the main drainage pump can drain water without passing through the water tank and the water tank is left empty. S2. Construct a graded three-dimensional grouting method: adopt a "deep-medium-shallow" graded grouting reinforcement, including: deep hole grouting of the roof; medium-deep hole grouting of the surrounding rock, in multiple rounds of grouting, with the multi-round pressure grouting process using a "grouting-sleeve drilling-re-grouting" cycle; shallow hole grouting of the silo wall; S3, the design of grouting reinforcement of the surrounding rock of the water tank block includes three drilling sites: the outer end of the -440 main rail secondary downhill bottom yard, the roadway at the northeast intersection of the two water tanks, and the outer water tank. The corresponding reinforcement areas are the water tank pump house, the inner ring surrounding rock of the inner water tank, and the surrounding rock of the outer water tank.

2. The process for treating deformation and cross-contamination of water tanks in a coal mine underground main drainage system according to claim 1, characterized in that, In step S2, the depth of the deep holes in the roof is 28.5-29m, and the grouting pressure is 1.5-3MPa; the depth of the medium-deep holes in the surrounding rock is 20-60m, and the length of a single grouting section is 20-30m; the depth of the shallow holes in the silo wall is 2.5m, with a quincunx pattern of holes and a grout diffusion radius of 2.0m.

3. The process for treating deformation and cross-contamination of water tanks in a main drainage system of an underground coal mine according to claim 2, characterized in that, The grouting slurry is a cement-water glass composite slurry with a weight ratio of cement:water glass = 1:0.06 and a water-cement ratio of 1.5:

1. The initial injection pressure is 1.5 MPa and the final pressure is 3.0 MPa.

4. The process for treating deformation and cross-contamination of water sump in the main drainage system of a coal mine according to claim 3, characterized in that, In step S1, the height of the inner retaining wall is 0.5m, the height of the outer retaining wall is 1.7m, and the rated flow rate of the submersible pump is 100m³ / h. 3 / h.

5. The process for treating deformation and cross-contamination of water tanks in a coal mine underground main drainage system according to claim 4, characterized in that, In step S2, the arrangement of grouting holes meets the requirements of a row spacing of 2.5m ± 0.2m and an adjacent row spacing of ≥ 1.2m, forming a plum blossom pile pattern.

6. The process for controlling deformation and cross-contamination of water tanks in a coal mine underground main drainage system according to claim 5, characterized in that, In step S1, the temporary water storage tank has a capacity of 30-50m³. 3 / h buffer capacity and ≥150m 3 / h of emergency drainage capacity.

7. The process for treating deformation and cross-contamination of water tanks in a coal mine underground main drainage system according to claim 6, characterized in that, In step S2, the deep hole grouting of the top plate is carried out in sequence, with odd-numbered holes constructed first, and even-numbered holes constructed 48 hours later; the shallow hole grouting of the silo wall is carried out in two rounds, with the first round hole depth being 2.0m and the second round hole depth being 2.5m, and the grout vein coverage rate being ≥85%.

8. The process for treating deformation and cross-contamination of water tanks in a coal mine underground main drainage system according to claim 7, characterized in that, In step S3, the grouting reinforcement zone of the outer water tank extends to the top plate of the inner tank, with a single hole depth of 31-43m and a total drilling depth of 677m; the grouting reinforcement zone of the inner ring of the inner water tank has a single hole depth of 60-135m, a total drilling depth of 279m, and a sweeping depth of 507m.

9. The process for treating deformation and cross-contamination of water tanks in a coal mine underground main drainage system according to claim 8, characterized in that, It is applicable to the comprehensive treatment of water leakage in concrete masonry arch structures under high stress environments.

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