CN112282844B - A method for blocking pollution of acidic wastewater from abandoned mines - Google Patents
A method for blocking pollution of acidic wastewater from abandoned mines Download PDFInfo
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- CN112282844B CN112282844B CN202011410452.9A CN202011410452A CN112282844B CN 112282844 B CN112282844 B CN 112282844B CN 202011410452 A CN202011410452 A CN 202011410452A CN 112282844 B CN112282844 B CN 112282844B
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- 230000000903 blocking effect Effects 0.000 title claims abstract description 52
- 238000000034 method Methods 0.000 title claims abstract description 44
- 239000002351 wastewater Substances 0.000 title claims abstract description 20
- 230000002378 acidificating effect Effects 0.000 title claims description 6
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 199
- 239000004567 concrete Substances 0.000 claims abstract description 132
- 239000004927 clay Substances 0.000 claims abstract description 96
- 239000011435 rock Substances 0.000 claims abstract description 36
- 238000005260 corrosion Methods 0.000 claims abstract description 22
- 238000010276 construction Methods 0.000 claims abstract description 16
- 239000002253 acid Substances 0.000 claims abstract description 10
- 230000004888 barrier function Effects 0.000 claims abstract description 9
- 238000007711 solidification Methods 0.000 claims abstract 2
- 230000008023 solidification Effects 0.000 claims abstract 2
- 239000002002 slurry Substances 0.000 claims description 24
- 239000002245 particle Substances 0.000 claims description 18
- 239000007788 liquid Substances 0.000 claims description 17
- 230000015572 biosynthetic process Effects 0.000 claims description 16
- 238000007789 sealing Methods 0.000 claims description 14
- 238000004140 cleaning Methods 0.000 claims description 13
- 230000005484 gravity Effects 0.000 claims description 13
- 239000002893 slag Substances 0.000 claims description 12
- 239000011449 brick Substances 0.000 claims description 11
- 239000002689 soil Substances 0.000 claims description 11
- 230000008569 process Effects 0.000 claims description 10
- 229910001220 stainless steel Inorganic materials 0.000 claims description 9
- 239000010935 stainless steel Substances 0.000 claims description 9
- 238000009792 diffusion process Methods 0.000 claims description 8
- 239000011800 void material Substances 0.000 claims description 8
- 239000004568 cement Substances 0.000 claims description 7
- 238000005056 compaction Methods 0.000 claims description 6
- 239000004575 stone Substances 0.000 claims description 6
- 239000011083 cement mortar Substances 0.000 claims description 4
- 238000005507 spraying Methods 0.000 claims description 2
- 239000003344 environmental pollutant Substances 0.000 claims 1
- 239000011405 expansive cement Substances 0.000 claims 1
- 239000011440 grout Substances 0.000 claims 1
- 231100000719 pollutant Toxicity 0.000 claims 1
- 230000000694 effects Effects 0.000 abstract description 14
- 239000003245 coal Substances 0.000 description 20
- 239000010802 sludge Substances 0.000 description 12
- 230000000149 penetrating effect Effects 0.000 description 8
- 230000035699 permeability Effects 0.000 description 7
- 238000003912 environmental pollution Methods 0.000 description 6
- 230000008859 change Effects 0.000 description 5
- 238000011835 investigation Methods 0.000 description 5
- 239000002352 surface water Substances 0.000 description 5
- 239000002699 waste material Substances 0.000 description 5
- 230000002159 abnormal effect Effects 0.000 description 4
- 230000007797 corrosion Effects 0.000 description 4
- 230000003014 reinforcing effect Effects 0.000 description 4
- 239000013049 sediment Substances 0.000 description 4
- 238000005266 casting Methods 0.000 description 3
- 238000010586 diagram Methods 0.000 description 3
- 230000007774 longterm Effects 0.000 description 3
- 239000012466 permeate Substances 0.000 description 2
- 238000010008 shearing Methods 0.000 description 2
- 238000003911 water pollution Methods 0.000 description 2
- QAOWNCQODCNURD-UHFFFAOYSA-L Sulfate Chemical compound [O-]S([O-])(=O)=O QAOWNCQODCNURD-UHFFFAOYSA-L 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 229910001385 heavy metal Inorganic materials 0.000 description 1
- 150000002500 ions Chemical class 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 238000005065 mining Methods 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 238000005086 pumping Methods 0.000 description 1
- 239000011378 shotcrete Substances 0.000 description 1
- 230000009466 transformation Effects 0.000 description 1
Classifications
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21F—SAFETY DEVICES, TRANSPORT, FILLING-UP, RESCUE, VENTILATION, OR DRAINING IN OR OF MINES OR TUNNELS
- E21F17/00—Methods or devices for use in mines or tunnels, not covered elsewhere
- E21F17/16—Modification of mine passages or chambers for storage purposes, especially for liquids or gases
-
- 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
-
- 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
- E21D11/38—Waterproofing; Heat insulating; Soundproofing; Electric insulating
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21F—SAFETY DEVICES, TRANSPORT, FILLING-UP, RESCUE, VENTILATION, OR DRAINING IN OR OF MINES OR TUNNELS
- E21F16/00—Drainage
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- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Structural Engineering (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Lining And Supports For Tunnels (AREA)
Abstract
本发明公开了一种废弃矿井酸性废水污染阻隔方法，采用矿硐体压力注浆、防腐防渗阻隔层、抗渗混凝土段支撑、粘土墙止水、混凝土井口封堵回填、洞内顶部补充注浆的施工方法对废弃矿井涌水污染进行阻隔，采用洞内四周岩壁进行辐射状压力注浆方式，对涌水形成全面阻隔；封堵回填段段内浇筑混凝土，另通过洞内顶部补充注浆充填混凝土收缩形成的收缩缝，确保封堵回填段混凝土固化后与洞壁形成一体，实现最佳阻水抗渗效果；本发明的技术方案安全、可靠、高效、快速，符合国家相关技术规范，大大提高了对矿井涌水污染阻隔的密闭性和牢固性，消除了废弃矿井涌水对环境的污染风险。
The invention discloses a method for blocking acid wastewater pollution in abandoned mines. The method adopts a construction method of mine body pressure grouting, anti-corrosion and anti-seepage barrier layer, anti-seepage concrete section support, clay wall water stopping, concrete wellhead plugging and backfilling, and cave top supplementary grouting to block the pollution of abandoned mine water gushing. The rock walls around the cave are subjected to radial pressure grouting to form a comprehensive barrier to the water gushing. Concrete is poured in the plugging and backfilling section, and the shrinkage joints formed by the shrinkage of the concrete are filled by supplementary grouting on the cave top to ensure that the plugging and backfilling section concrete is integrated with the cave wall after solidification, so as to achieve the best water-blocking and anti-seepage effect. The technical scheme of the invention is safe, reliable, efficient and fast, conforms to relevant national technical specifications, greatly improves the airtightness and firmness of the mine water gushing pollution barrier, and eliminates the pollution risk of abandoned mine water gushing to the environment.
Description
Technical Field
The invention relates to the technical field of pollution control of abandoned mines, in particular to a method for blocking pollution of acid waste water of abandoned mines.
Background
At present, along with mining resources exploitation, the mine changes the original underground water system, most of underground water flows out from the mine, heavy metal ions, sulfate ions, suspended matters and the like carried in the flowing-out process cause great pollution to the surrounding environment, and because a large number of domestic mines are closed, a large number of abandoned mines are formed, and pollution blocking measures are urgently needed to be adopted for treating part of water-flooding mines.
The conventional mine pollution blocking method is a brick masonry or a concrete wall, and has the problems of easy leakage, high construction difficulty, poor blocking effect and the like, particularly in karst areas and broken strata, the conventional blocking method has an unsatisfactory treatment effect, and the blocked mine has larger hidden environmental pollution trouble.
Disclosure of Invention
In order to overcome the defects of the existing waste mine plugging method in the background technology, the invention provides a waste mine acidic wastewater pollution blocking method.
The invention solves the technical problems by adopting the technical scheme that the method for blocking the pollution of the acidic wastewater of the abandoned mine adopts a construction method of mine cave body pressure grouting, anti-corrosion and anti-seepage blocking layer, anti-seepage concrete section support, clay wall water stop, concrete wellhead plugging backfill and in-hole top supplementary grouting to block the pollution of the water burst of the abandoned mine, and the pollution blocking method specifically comprises the following steps:
A. removing sludge in the cavity, namely removing ground sludge, residues and loose surrounding rocks in the abandoned mine, cleaning the ground sludge, residues and loose surrounding rocks to the fresh bedrock surface of the primary stratum of the footrill, and cleaning the rock wall in the cavity by adopting a high-pressure water gun after cleaning;
B. The anti-corrosion and anti-seepage barrier layer is that a brick blank wall is built in a mine to form a water retaining wall, a through water guide pipe is preset at the bottom of the water retaining wall to extend out of a wellhead, and the water guide pipe is used for guiding out water gushing in the well in the plugging construction process;
C. Grouting, solidifying and impervious the underground body, namely pumping the top wall and the side wall in the mine outside the water retaining wall into a rigid grouting pipe, performing pressure grouting, penetrating, diffusing, filling and compacting the grouting liquid in the rock stratum, penetrating and driving away water and air in loose particles among rock stratum cracks, filling the positions among the loose particles, solidifying the grouting liquid, and cementing the rock cracks and the loose soil particles among the original cracks into a whole to form a tunnel wall grouting section in the well;
D. C, pouring anti-corrosion and anti-seepage concrete in a grouting section of the wall of the well, reinforcing and supporting the cured wall of the grouting section of the wall of the well to form a reinforced integral blocking anti-seepage structure, and presetting a supplementary grouting pipe extending out of a wellhead of the well at the highest position of the top of the grouting section of the wall of the well before pouring;
E. d, filling clay, namely filling clay outside the grouting section of the hole wall in the step D to form a clay water-proof section, carrying out interval grooving on the hole wall before filling the clay, manually layering, filling and compacting the clay, and building a brick blank to form a clay sealing wall after the clay water-proof section is completed;
F. the method comprises the steps of plugging a concrete wellhead, pouring concrete after closing a mould outside a clay sealing wall of a clay water-proof section to form a concrete plugging section, and embedding a supplementary grouting pipe at the highest position of a hole top of the concrete plugging section before pouring and extending out of the mine wellhead;
G. After the strength of the concrete poured in the concrete plugging section reaches 75%, grouting material is filled in a gap between the grouting section of the hole wall in the hole and the top of the concrete plugging section outside the well through a preset supplementary grouting pipe, and a gap at the top of the hole formed by gravity sinking of the poured concrete is filled and sealed;
H. And C, injecting concrete outside the well plugging section, namely injecting fine stone concrete from the tail end of the concrete plugging section to the surface of the slag backfill area of the mine wellhead section area in the step F after the step G is completed, and preventing the surface water seeping into the cracks of the top of the hole from entering slag and mixing to form polluted wastewater.
In the step B, an emergency gate valve, a pressure gauge and a water quality detector are arranged at the water outlet end of the water guide pipe outside the mine mouth. After the mine is plugged, the water quality and the water level change condition in the mine after plugging can be monitored in real time through a pressure gauge and a water quality detector which are arranged on a water guide pipe outside a wellhead, and when the abnormal rise of the water level in a hole to a high water level which possibly causes environmental pollution or potential safety hazards such as secondary geological disasters and the like is monitored, the water level rise is controlled by opening an emergency gate valve for draining, so that precious time is strived for taking emergency disposal measures.
Further, in the step C, the grouting amount of the rigid grouting pipe is determined according to the following calculation formula:
grouting quantity of single rigid grouting pipe, Q is more than or equal to pi R 2 L n alpha beta
Wherein, Q is the grouting amount (m 3) of a single rigid grouting pipe, R is the diffusion radius (m), L is the grouting length of the rigid grouting pipe=the design length of the rigid grouting pipe-1 (m), n is the formation void ratio, alpha is the formation filling coefficient, and beta is the slurry consumption coefficient;
The hole wall grouting section is arranged according to a crack area of geotechnical engineering investigation, and can be used for realizing that grouting liquid fully permeates, diffuses, fills and compacts in the cracks of the rock stratum, so that the cracks and original loose soil particles are glued into a whole, the cracks are completely sealed, and water seepage of the cracks is blocked.
In the step C, the grouting pressure of the rigid grouting pipe is not less than 0.6Mpa, so that grouting liquid is fully permeated, diffused, filled and compacted in the rock stratum, and a radial blocking sector is formed.
Further, in the step C, the rigid grouting pipes are uniformly arranged and respectively inclined to the inside and outside of the mine hole. The rigid grouting pipe far away from the wellhead area is inclined towards the inside of the hole, the wall grouting formed by the rigid grouting pipe forms a conical blocking sector for water burst to be blocked, the rigid grouting pipe close to the wellhead area is inclined towards the outside of the hole, meanwhile, a strong shearing support is formed, and the rigid grouting pipe and the wall grouting section are cast with concrete to form higher integral structural strength, so that the optimal water blocking and seepage resisting effects are achieved.
Further, in the step E, the length of the clay water-blocking section is determined according to the following calculation formula:
L1≥P*KS*K/(A*γ*Q)
Wherein in the formula, L1 is the length (m) of a clay water-proof section, P is the water pressure (Kpa) near a water-gushing wellhead, A is the cross-section area (m 2）,KS is the clay permeability coefficient (cm/s), gamma is the clay gravity (t/m 3), Q is the water-gushing wellhead water-gushing quantity (m 3/d), and K is the safety coefficient.
In step E, the clay is fully mixed after being added with water before filling, and the clay is manually filled in layers, so that the clay is compacted during filling, the compaction coefficient is not less than 0.85, and a good water blocking and seepage resisting effect is realized.
Further, in the step F, the length of the concrete plugging section is determined according to the following calculation formula:
L≥P*A*K/(C*frb)
Wherein in the formula, L is the length (m) of a concrete plugging section, P is the water pressure (Kpa) near a water gushing wellhead, A is the section area (m 2) of the water gushing wellhead, K is the safety coefficient, C is the section perimeter (m) of the water gushing wellhead, and Frb is the characteristic value (Kpa) of the bonding strength of a cave wall and concrete.
Further, in the step D and the step G, the supplementary grouting pipe is composed of a slurry pipe and an exhaust pipe, the slurry pipe is used for grouting slurry, the exhaust pipe is used for exhausting air in a hole top gap during grouting, casting hollows are avoided, and the grouting slurry adopts expansion cement with a water-cement ratio of 1:1.
In the step B, the water facing surface on the inner side of the water retaining wall is plastered by impermeable cement mortar, and the plastering thickness is 10mm, so that the impermeable effect is further enhanced.
In the step B, the water guide pipe is a stainless steel seamless pipe, the corrosion resistance of the stainless steel pipe is good, the longer service life of the water guide pipe can be guaranteed, the water guide pipe which is preset to be communicated at the bottom of the water retaining wall in the step B is 150mm higher than the footline of the footrill, the pipe diameter of the water guide pipe is larger than 60mm, the water guide pipe can be prevented from being blocked by sediments, and meanwhile, the water burst can be timely discharged in the blocking construction process.
And D, the concrete poured in the grouting section of the cavity wall is seepage-proofing and corrosion-resisting micro-expansion concrete, so that the seepage-proofing effect is enhanced, and the concrete poured in the concrete plugging section in the step F is common concrete, so that the structural strength of the concrete plugging section is ensured.
The method has the advantages that the method is innovated based on the existing concrete plugging, the pressure grouting is adopted to form a radial blocking sector for water burst in the hole, the optimal water blocking and seepage resisting effects are achieved, concrete is poured in the grouting section of the wall of the well, the solidified wall of the grouting section of the wall of the well is reinforced and supported to form the integral seepage resisting effect, and the integral plugging structure strength of the grouting section of the wall of the well is enhanced.
Meanwhile, a supplementary grouting pipe is arranged at the top of the hole wall, grouting is conducted in a top gap between the grouting section of the hole wall and the concrete plugging section through the preset supplementary grouting pipe outside the well, and a hole top gap formed by gravity sinking of poured concrete is filled and sealed.
Spraying and pouring fine stone concrete on the outer wall of the plugged wellhead and the ground surface through the out-of-well sprayed concrete to prevent pollution caused by mixing of surface water and mine water.
After the plugging is completed, the water pressure of water gushing in the well after the plugging is monitored by a pressure gauge on the water guide pipe outside the well mouth. The water inflow condition in the well can be monitored for a long time outside the well mouth, and the water quality change in the well after the plugging is monitored in real time through a water quality detector on a water guide pipe outside the well mouth.
The technical scheme of the invention is safe, reliable, efficient and quick, accords with the relevant national technical specifications, greatly improves the sealing performance and the firmness of the blocking of the mine water burst, has high safety and reliability, and greatly eliminates the environmental pollution risk of the abandoned mine water burst.
Drawings
FIG. 1 is a schematic representation of an implementation of the present invention;
FIG. 2 is a schematic diagram of the structure of the present invention;
FIG. 3 is a cross-sectional view taken along the B-B plane of FIG. 2;
FIG. 4 is a cross-sectional view taken along the C-C plane of FIG. 2;
FIG. 5 is a D-D side cross-sectional view of FIG. 2;
FIG. 6 is a sectional view taken along the E-E plane of FIG. 2;
FIG. 7 is a cross-sectional view taken along plane F-F of FIG. 2;
FIG. 8 is a cross-sectional view of the G-G plane of FIG. 2;
FIG. 9 is a cross-sectional view of the H-H plane of FIG. 2;
FIG. 10 is a schematic diagram of embodiment 2 of the present invention;
Fig. 11 is a schematic diagram of embodiment 3 of the present invention.
Parts and numbers in the figure:
1-water retaining wall, 2-hole wall grouting section, 3-clay water-proof section, 4-concrete plugging section, 11-water guide pipe, 111-emergency gate valve, 112-pressure gauge, 113-water quality detector, 21-rigid grouting pipe, 22-supplementary grouting pipe, 31-interval grooving and 32-clay sealing wall.
Detailed Description
The invention is further illustrated, but not limited, by the following figures and examples, any technical solution based on transformation or reasoning of the invention falling within the scope of protection of the invention.
Example 1
As shown in fig. 1-9, the blocking method is used for blocking the water burst pollution of the abandoned mine by adopting the construction methods of mine cave pressure grouting, anti-corrosion and anti-seepage blocking layer, anti-seepage concrete section support, clay wall water stopping, concrete wellhead blocking backfill and in-hole top supplementary grouting, and the blocking method specifically comprises the following steps:
A. removing sludge in the cavity, namely removing ground sludge, residues and loose surrounding rocks in the abandoned mine, cleaning the ground sludge, residues and loose surrounding rocks to the fresh bedrock surface of the primary stratum of the footrill, and cleaning the rock wall in the cavity by adopting a high-pressure water gun after cleaning;
B. An anti-corrosion and anti-seepage barrier layer is formed by building a brick blank wall in a mine to form a water retaining wall 1, a through water guide pipe 11 is preset at the bottom of the water retaining wall 1 to extend out of a wellhead, and the water guide pipe 11 is used for guiding out water gushing in the well in the plugging construction process;
C. Grouting, solidifying and impervious the underground body, namely, injecting the top wall and the side wall in the mine outside the water retaining wall 1 into a rigid grouting pipe 21, then performing pressure grouting, penetrating, diffusing, filling and compacting the grouting liquid in the rock stratum, filling the space between the loose particles among the rock stratum cracks after penetrating and driving away the water and the air in the loose particles, and after solidifying the grouting liquid, cementing the loose soil particles among the original cracks into a whole to form a tunnel wall grouting section 2 in the well;
The grouting amount of the rigid grouting pipe 21 is determined according to the following calculation formula:
Grouting quantity of single rigid grouting pipe 21, Q is more than or equal to pi R 2 Ln alpha beta
Wherein, Q is the grouting amount (m 3) of the single rigid grouting pipe 21, R is the diffusion radius (m), L is the grouting length of the rigid grouting pipe 21=the design length-1 (m) of the rigid grouting pipe 21, n is the formation void ratio, alpha is the formation filling coefficient, and beta is the slurry consumption coefficient;
The design length of the rigid grouting pipe 21 of the gateway coal mine No. 2 mine is 4m, the diffusion radius R is 0.3m, the formation void ratio n of the cavity wall is 0.4, the formation filling coefficient alpha is 0.8, the slurry consumption coefficient beta is 1.1, and the grouting amount of the single rigid grouting pipe 21 brought into the cavity wall grouting section 2 of the gateway coal mine No. 2 mine is calculated to be not less than 0.298 m 3.
The wall grouting section 2 is arranged according to a fracture area of a mine for geotechnical engineering investigation, and the grouting pressure of the rigid grouting pipe 21 is not less than 0.6Mpa. The grouting liquid is fully permeated, diffused, filled and compacted in the rock stratum fracture area, and the rock gaps and the original loose soil grains are glued into a whole.
D. c, pouring anti-corrosion and anti-seepage concrete in the grouting section 2 of the wall of the well, reinforcing and supporting the cured wall of the grouting section 2 of the wall of the well to form a reinforced integral blocking and anti-seepage structure, and presetting a supplementary grouting pipe 22 extending out of the wellhead of the well at the highest position of the top of the grouting section 2 of the wall of the well before pouring;
E. D, clay filling, namely filling clay outside the hole wall grouting section 2 in the step D to form a clay water-proof section 3, carrying out interval grooving 31 on the hole wall before clay filling, manually layering, filling and compacting the clay, and building green bricks to form a clay sealing wall 32 after the clay water-proof section 3 is completed;
the length of the clay water-proof section 3 is determined according to the following calculation formula:
L1≥P*KS*K/(A*γ*Q)
Wherein in the formula, L1 is the length (m) of the clay water-proof section 3, P is the water pressure (Kpa) near the water-gushing wellhead, A is the cross-section area (m 2）,KS is the clay permeability coefficient (cm/s), gamma is the clay gravity (t/m 3), Q is the water-gushing wellhead water-gushing quantity (m 3/d), K is the safety coefficient;
The water pressure P near the 2# wellhead of the gateway coal mine is 4700 Kpa, the section area A of the water inflow wellhead is 7.8 m 2, the clay permeability coefficient K s is 5 multiplied by 10 -5 cm/s, the clay gravity gamma is 1.7 t/m 3, the water inflow Q of the water inflow wellhead is 100 m 3/d, the safety coefficient K is 2, and the length L1 of the clay water-proof section 3 of the 2# wellhead of the gateway coal mine is calculated to be not less than 3.06 m.
In the step E, before clay filling, the clay is fully mixed after being added with water, and the clay is manually filled in layers, so that the clay is compacted during filling, and the compaction coefficient is not less than 0.85.
F. the method comprises the steps of (1) plugging a concrete wellhead, pouring concrete after closing a mold on the outer side of a clay sealing wall 32 of a clay water-proof section 3 to form a concrete plugging section 4, and embedding a supplementary grouting pipe 22 at the highest position of the top of a hole of the concrete plugging section 4 and extending out of the wellhead of a mine;
The length of the concrete plugging section 4 should meet the following formula requirement:
L≥P*A*K/(C*frb)
Wherein in the formula, L is the length (m) of a concrete plugging section 4 of the water-gushing wellhead, P is the water pressure (Kpa) near the water-gushing wellhead, A is the cross-sectional area (m 2) of the water-gushing wellhead, K is the safety coefficient, C is the perimeter (m) of the cross-section of the water-gushing wellhead, and Frb is the characteristic value (Kpa) of the bonding strength of the chamber wall and the concrete.
The water pressure P near the 2# wellhead of the gateway coal mine is 4700 Kpa, the cross-sectional area A of the water inflow wellhead is 7.8 m 2, the safety coefficient K is 2, the circumference C of the water inflow wellhead is 9 m, the characteristic value Frb of the bonding strength of the cave wall and the concrete is 300 Kpa, and the length L of the 2# wellhead concrete plugging section 4 of the gateway coal mine is not less than 27.156 m.
G. After the strength of the concrete poured by the concrete plugging section 4 reaches 75%, grouting is carried out in a top gap between the hole wall grouting section 2 and the concrete plugging section 4 in the hole through a preset supplementary grouting pipe 22 outside the well, and a top gap of the hole formed by gravity sinking of the poured concrete is filled and sealed;
H. and C, injecting concrete outside the plugging section in the well, namely injecting fine stone concrete on the surface of the slag backfill area from the tail end of the concrete plugging section 4 to the mine wellhead section area in the step F after the step G is completed, and preventing the surface water seeping into the slag from entering the crack at the top of the hole to form polluted wastewater after slag mixing.
In the step B, the water conduit 11 is provided with an emergency gate valve 111, a pressure gauge 112 and a water quality detector 113 at the water outlet end outside the mine mouth. After the mine is plugged, the water quality and water level change condition in the plugged mine can be monitored in real time through a pressure gauge 112 and a water quality detector 113 which are arranged on a water guide pipe 11 outside a wellhead, and when the abnormal rise of the water level in a hole to a high water level which possibly causes environmental pollution or potential safety hazards such as secondary geological disasters and the like is monitored, the emergency gate valve 111 is opened to drain water to control the water level to rise, so that precious time is striven for taking emergency disposal measures.
In the step C, the grouting pressure of the rigid grouting pipe 21 is not less than 0.6Mpa. The length of the hole wall grouting section 2 is set according to the fissure area of a mine for geotechnical engineering investigation, the hole wall grouting section 2 can realize that grouting liquid fully permeates, diffuses, fills and compacts in rock stratum fissures, the rock fissures and original loose soil particles are glued into a whole, the fissures are completely sealed, and water seepage of the fissures is blocked.
The supplementary grouting pipe 22 is composed of a slurry pipe and an exhaust pipe, wherein the slurry pipe is used for grouting slurry, the exhaust pipe is used for exhausting air in a hole top gap during grouting, casting hollows are avoided, the grouting slurry adopts expansion cement, and the water cement ratio is 1:1.
In the step B, the water facing surface on the inner side of the water retaining wall 1 is plastered by impermeable cement mortar, and the plastering thickness is 10mm, so that the impermeability effect is further enhanced.
In the step B, the water guide pipe 11 is a stainless steel seamless pipe, and the stainless steel pipe has good corrosion resistance, so that the long-term service life of the water guide pipe 11 can be ensured. The water guide pipe 11 which is preset to be communicated with the bottom of the water retaining wall 1 is higher than the footline 150 mm of the footline, the pipe diameter of the water guide pipe 11 is larger than 60 mm, the blocking of the water guide pipe by sediments can be avoided, and meanwhile, the timely drainage of water burst in the blocking construction process is realized.
And D, the concrete poured in the grouting section 2 of the cavity wall is seepage-proofing and corrosion-resisting micro-expansion concrete, so that the seepage-proofing effect is enhanced, and the concrete poured in the concrete plugging section 4 in the step F is common concrete, so that the structural strength of the concrete plugging section 4 is ensured.
Example 2
As shown in fig. 10, the 4# well plugging of the Sichuan Guanguan coal mine is constructed by the blocking method of the invention, and the waste mine water pollution is blocked by adopting the construction method of mine cave body pressure grouting, anti-corrosion and anti-seepage blocking layer, anti-seepage concrete section support, clay wall water stop, concrete wellhead plugging backfill and hole top supplementary grouting, wherein the blocking method specifically comprises the following steps:
A. removing sludge in the cavity, namely removing ground sludge, residues and loose surrounding rocks in the abandoned mine, cleaning the ground sludge, residues and loose surrounding rocks to the fresh bedrock surface of the primary stratum of the footrill, and cleaning the rock wall in the cavity by adopting a high-pressure water gun after cleaning;
B. An anti-corrosion and anti-seepage barrier layer is formed by building a brick blank wall in a mine to form a water retaining wall 1, a through water guide pipe 11 is preset at the bottom of the water retaining wall 1 to extend out of a wellhead, and the water guide pipe 11 is used for guiding out water gushing in the well in the plugging construction process;
C. Grouting, solidifying and impervious the underground body, namely, injecting the top wall and the side wall in the mine outside the water retaining wall 1 into a rigid grouting pipe 21, then performing pressure grouting, penetrating, diffusing, filling and compacting the grouting liquid in the rock stratum, filling the space between the loose particles among the rock stratum cracks after penetrating and driving away the water and the air in the loose particles, and after solidifying the grouting liquid, cementing the loose soil particles among the original cracks into a whole to form a tunnel wall grouting section 2 in the well;
The grouting amount of the rigid grouting pipe 21 is determined according to the following calculation formula:
Grouting quantity of single rigid grouting pipe 21, Q is more than or equal to pi R 2 Ln alpha beta
Wherein, Q is the grouting amount (m 3) of the single rigid grouting pipe 21, R is the diffusion radius (m), L is the grouting length of the rigid grouting pipe 21=the design length-1 (m) of the rigid grouting pipe 21, n is the formation void ratio, alpha is the formation filling coefficient, and beta is the slurry consumption coefficient;
the design length of the rigid grouting pipe 21 of the gateway coal mine No. 4 mine is 4m, the diffusion radius R is 0.3m, the formation void ratio n of the cavity wall is 0.4, the formation filling coefficient alpha is 0.8, the slurry consumption coefficient beta is 1.1, and the grouting amount of the single rigid grouting pipe 21 brought into the cavity wall grouting section 2 of the gateway coal mine No. 4 mine is calculated to be not less than 0.298 m 3.
The length of the tunnel wall grouting section 2 is set according to a fracture area of geotechnical engineering investigation, and the grouting pressure of the rigid grouting pipe 21 is not less than 0.6Mpa. The grouting liquid is fully permeated, diffused, filled and compacted in the fracture area of the rock stratum, and the original loose soil particles are glued into a whole.
D. c, pouring anti-corrosion and anti-seepage concrete in the grouting section 2 of the wall of the well, reinforcing and supporting the cured wall of the grouting section 2 of the wall of the well to form a reinforced integral blocking and anti-seepage structure, and presetting a supplementary grouting pipe 22 extending out of the wellhead of the well at the highest position of the top of the grouting section 2 of the wall of the well before pouring;
E. D, clay filling, namely filling clay outside the hole wall grouting section 2 in the step D to form a clay water-proof section 3, carrying out interval grooving 31 on the hole wall before clay filling, manually layering, filling and compacting the clay, and building green bricks to form a clay sealing wall 32 after the clay water-proof section 3 is completed;
the length of the clay water-proof section 3 is determined according to the following calculation formula:
L1≥P*KS*K/(A*γ*Q)
Wherein in the formula, L1 is the length (m) of the clay water-proof section 3, P is the water pressure (Kpa) near the water-gushing wellhead, A is the cross-section area (m 2）,KS is the clay permeability coefficient (cm/s), gamma is the clay gravity (t/m 3), Q is the water-gushing wellhead water-gushing quantity (m 3/d), K is the safety coefficient;
The water pressure P near the water inflow well mouth of the coal mine 4# is 6000 Kpa, the cross-sectional area A of the water inflow well mouth is 7.8 m 2, the clay permeability coefficient K s is 5 multiplied by 10 -5 cm/s, the clay gravity gamma is 1.7 t/m 3, the water inflow quantity Q of the water inflow well mouth is 500 m 3/d, the safety coefficient K is 2, and the length L1 of the clay water-proof section 3 of the water inflow well mouth of the coal mine 4# is not less than 7.82 m when the water inflow well mouth is brought into the calculation.
In the step E, before clay filling, the clay is fully mixed after being added with water, and the clay is manually filled in layers, so that the clay is compacted during filling, and the compaction coefficient is not less than 0.85.
F. the method comprises the steps of (1) plugging a concrete wellhead, pouring concrete after closing a mold on the outer side of a clay sealing wall 32 of a clay water-proof section 3 to form a concrete plugging section 4, and embedding a supplementary grouting pipe 22 at the highest position of the top of a hole of the concrete plugging section 4 and extending out of the wellhead of a mine;
The length of the concrete plugging section 4 should meet the following formula requirement:
L≥P*A*K/(C*frb)
Wherein in the formula, L is the length (m) of a concrete plugging section 4 of the water-gushing wellhead, P is the water pressure (Kpa) near the water-gushing wellhead, A is the cross-sectional area (m 2) of the water-gushing wellhead, K is the safety coefficient, C is the perimeter (m) of the cross-section of the water-gushing wellhead, and Frb is the characteristic value (Kpa) of the bonding strength of the chamber wall and the concrete.
The water pressure P near the gateway coal mine 4# wellhead is 6000Kpa, the water inflow wellhead cross-section area A is 7.8 m 2, the safety coefficient K is 2, the water inflow wellhead perimeter C is 9 m, the characteristic value Frb of the bonding strength between the cave wall and the concrete is 300 Kpa, and the length L of the gateway coal mine 4# wellhead concrete plugging section 4 is calculated to be not less than 34.667 m.
G. After the strength of the concrete poured by the concrete plugging section 4 reaches 75%, grouting is carried out in a top gap between the hole wall grouting section 2 and the concrete plugging section 4 in the hole through a preset supplementary grouting pipe 22 outside the well, and a top gap of the hole formed by gravity sinking of the poured concrete is filled and sealed;
H. and C, injecting concrete outside the plugging section in the well, namely injecting fine stone concrete on the surface of the slag backfill area from the tail end of the concrete plugging section 4 to the mine wellhead section area in the step F after the step G is completed, and preventing the surface water seeping into the slag from entering the crack at the top of the hole to form polluted wastewater after slag mixing.
In the step B, the water conduit 11 is provided with an emergency gate valve 111, a pressure gauge 112 and a water quality detector 113 at the water outlet end outside the mine mouth. After the mine is plugged, the water quality and water level change condition in the plugged mine can be monitored in real time through a pressure gauge 112 and a water quality detector 113 which are arranged on a water guide pipe 11 outside a wellhead, and when the abnormal rise of the water level in a hole to a high water level which possibly causes environmental pollution or potential safety hazards such as secondary geological disasters and the like is monitored, the emergency gate valve 111 is opened to drain water to control the water level to rise, so that precious time is striven for taking emergency disposal measures.
In the step B, the water guide pipe 11 is a stainless steel seamless pipe, and the stainless steel pipe has good corrosion resistance, so that the long-term service life of the water guide pipe 11 can be ensured. The water guide pipe 11 which is preset to be communicated with the bottom of the water retaining wall 1 is higher than the footline 150 mm of the footline, the pipe diameter of the water guide pipe 11 is larger than 60mm, the blocking of the water guide pipe 11 by sediments can be avoided, and meanwhile, the timely drainage of water burst in the blocking construction process is realized.
And D, the concrete poured in the grouting section 2 of the cavity wall is seepage-proofing and corrosion-resisting micro-expansion concrete, so that the seepage-proofing effect is enhanced, and the concrete poured in the concrete plugging section 4 in the step F is common concrete, so that the structural strength of the concrete plugging section 4 is ensured.
As shown in fig. 10, in the step C, the rigid grouting pipes 21 are uniformly arranged and respectively inclined toward the inside and outside of the mine hole. The rigid grouting pipe 21 far away from the wellhead area is inclined towards the inside of the hole, the hole wall grouting formed by the rigid grouting pipe 21 forms a conical blocking sector for water burst to be blocked, the rigid grouting pipe 21 close to the wellhead area is inclined towards the outside of the hole to form a strong shearing-resistant support, and the rigid grouting pipe and the hole wall grouting section 2 are cast with concrete to form higher integral structural strength, so that the optimal water blocking and seepage resisting effects are realized.
Example 3
As shown in fig. 11, the main wellhead plugging of the Sichuan Guangyuan Tuo coal mine is constructed by the blocking method of the invention, and the waste mine water pollution is blocked by adopting the construction method of mine cave body pressure grouting, anti-corrosion and anti-seepage blocking layer, anti-seepage concrete section support, clay wall water stopping, concrete wellhead plugging backfilling and hole top supplementary grouting, wherein the blocking method specifically comprises the following steps:
A. removing sludge in the cavity, namely removing ground sludge, residues and loose surrounding rocks in the abandoned mine, cleaning the ground sludge, residues and loose surrounding rocks to the fresh bedrock surface of the primary stratum of the footrill, and cleaning the rock wall in the cavity by adopting a high-pressure water gun after cleaning;
B. An anti-corrosion and anti-seepage barrier layer is formed by building a brick blank wall in a mine to form a water retaining wall 1, a through water guide pipe 11 is preset at the bottom of the water retaining wall 1 to extend out of a wellhead, and the water guide pipe 11 is used for guiding out water gushing in the well in the plugging construction process;
C. Grouting, solidifying and impervious the underground body, namely, injecting the top wall and the side wall in the mine outside the water retaining wall 1 into a rigid grouting pipe 21, then performing pressure grouting, penetrating, diffusing, filling and compacting the grouting liquid in the rock stratum, filling the space between the loose particles among the rock stratum cracks after penetrating and driving away the water and the air in the loose particles, and after solidifying the grouting liquid, cementing the loose soil particles among the original cracks into a whole to form a tunnel wall grouting section 2 in the well;
The grouting amount of the rigid grouting pipe 21 is determined according to the following calculation formula:
Grouting quantity of single rigid grouting pipe 21, Q is more than or equal to pi R 2 Ln alpha beta
Wherein, Q is the grouting amount (m 3) of the single rigid grouting pipe 21, R is the diffusion radius (m), L is the grouting length of the rigid grouting pipe 21=the design length-1 (m) of the rigid grouting pipe 21, n is the formation void ratio, alpha is the formation filling coefficient, and beta is the slurry consumption coefficient;
The design length of the rigid grouting pipe 21 of the main wellhead of the Ubbelopsis coal mine is 3m, the diffusion radius R is 0.3m, the void ratio n of the tunnel wall stratum is 0.3, the stratum filling coefficient alpha is 0.8, the slurry consumption coefficient beta is 1.1, and the grouting amount of the single rigid grouting pipe 21 of the tunnel wall grouting section 2 of the main wellhead of the Ubbelopsis coal mine is not less than 0.149 m 3.
The tunnel wall grouting section 2 is arranged according to a fracture area of geotechnical engineering investigation, and the grouting pressure of the rigid grouting pipe 21 is not less than 0.6Mpa. The grouting liquid is fully permeated, diffused, filled and compacted in the rock stratum fracture area, and the rock gaps and the original loose soil grains are glued into a whole.
D. c, pouring anti-corrosion and anti-seepage concrete in the grouting section 2 of the wall of the well, reinforcing and supporting the cured wall of the grouting section 2 of the wall to form a reinforced integral blocking and anti-seepage structure, and presetting a supplementary grouting pipe 22 extending out of the wellhead of the well at the highest position of the top of the grouting section 2 of the wall before pouring;
E. D, clay filling, namely filling clay outside the hole wall grouting section 2 in the step D to form a clay water-proof section 3, carrying out interval grooving 31 on the hole wall before clay filling, manually layering, filling and compacting the clay, and building green bricks to form a clay sealing wall 32 after the clay water-proof section 3 is completed;
the length of the clay water-proof section 3 is determined according to the following calculation formula:
L1≥P*KS*K/(A*γ*Q)
Wherein in the formula, L1 is the length (m) of the clay water-proof section 3, P is the water pressure (Kpa) near the water-gushing wellhead, A is the cross-section area (m 2）,KS is the clay permeability coefficient (cm/s), gamma is the clay gravity (t/m 3), Q is the water-gushing wellhead water-gushing quantity (m 3/d), K is the safety coefficient;
The water pressure P near the main wellhead of the Ubbelo coal mine is 1800 Kpa, the section area A of the water inflow wellhead is 8.2 m 2, the clay permeability coefficient K s is 5 multiplied by 10 -5 cm/s, the clay gravity gamma is 1.7 t/m 3, the water inflow Q of the water inflow wellhead is 50m 3/d, the safety coefficient K is 2, and the length L1 of the clay water-proof section 3 of the main wellhead of the Ubbelo coal mine is not less than 2.23m.
In the step E, before clay filling, the clay is fully mixed after being added with water, and the clay is manually filled in layers, so that the clay is compacted during filling, and the compaction coefficient is not less than 0.85.
F. the method comprises the steps of (1) plugging a concrete wellhead, pouring concrete after closing a mold on the outer side of a clay sealing wall 32 of a clay water-proof section 3 to form a concrete plugging section 4, and embedding a supplementary grouting pipe 22 at the highest position of the top of a hole of the concrete plugging section 4 and extending out of the wellhead of a mine;
The length of the concrete plugging section 4 should meet the following formula requirement:
L≥P*A*K/(C*frb)
Wherein in the formula, L is the length (m) of a concrete plugging section 4 of the water-gushing wellhead, P is the water pressure (Kpa) near the water-gushing wellhead, A is the cross-sectional area (m 2) of the water-gushing wellhead, K is the safety coefficient, C is the perimeter (m) of the cross-section of the water-gushing wellhead, and Frb is the characteristic value (Kpa) of the bonding strength of the chamber wall and the concrete.
The water pressure P near the main wellhead of the Ubbelopsis coal mine is 1800Kpa, the section area A of the water inflow wellhead is 8.2 m 2, the safety coefficient K is 2, the circumference C of the water inflow wellhead is 9.4 m, the characteristic value Frb of the bonding strength between the cave wall and the concrete is 320 Kpa, and the length L of the concrete plugging section 4 of the main wellhead of the Ubbelopsis coal mine is not less than 9.714 m.
G. After the strength of the concrete poured by the concrete plugging section 4 reaches 75%, grouting is carried out in a top gap between the hole wall grouting section 2 and the concrete plugging section 4 in the hole through a preset supplementary grouting pipe 22 outside the well, and a top gap of the hole formed by gravity sinking of the poured concrete is filled and sealed;
H. and C, injecting concrete outside the plugging section in the well, namely injecting fine stone concrete on the surface of the slag backfill area from the tail end of the concrete plugging section 4 to the mine wellhead section area in the step F after the step G is completed, and preventing the surface water seeping into the slag from entering the crack at the top of the hole to form polluted wastewater after slag mixing.
In the step B, the water conduit 11 is provided with an emergency gate valve 111, a pressure gauge 112 and a water quality detector 113 at the water outlet end outside the mine mouth. After the mine is plugged, the water quality and water level change condition in the plugged mine can be monitored in real time through a pressure gauge 112 and a water quality detector 113 which are arranged on a water guide pipe 11 outside a wellhead, and when the abnormal rise of the water level in a hole to a high water level which possibly causes environmental pollution or potential safety hazards such as secondary geological disasters and the like is monitored, the emergency gate valve 111 is opened to drain water to control the water level to rise, so that precious time is striven for taking emergency disposal measures.
In the step C, the grouting pressure of the rigid grouting pipe 21 is not less than 0.6Mpa. The grouting liquid is fully permeated, diffused, filled and compacted in the rock stratum, and the original loose soil particles are glued into a whole.
In the step D and the step G, the supplementary grouting pipe 22 is composed of a slurry pipe and an exhaust pipe, the slurry pipe is used for grouting slurry, the exhaust pipe is used for exhausting air in a hole top gap during grouting, casting hollows are avoided, and the grouting slurry adopts expansion cement with a water-cement ratio of 1:1.
In the step B, the water facing surface on the inner side of the water retaining wall 1 is plastered by impermeable cement mortar, and the plastering thickness is 10mm, so that the impermeability effect is further enhanced.
In the step B, the water guide pipe 11 is a stainless steel seamless pipe, and the stainless steel pipe has good corrosion resistance, so that the long-term service life of the water guide pipe 11 can be ensured. The water guide pipe 11 which is preset to be communicated with the bottom of the water retaining wall 1 is higher than the footline 150 mm of the footline, the pipe diameter of the water guide pipe 11 is larger than 60mm, the blocking of the water guide pipe 11 by sediments can be avoided, and meanwhile, the timely drainage of water burst in the blocking construction process is realized.
And D, the concrete poured in the grouting section 2 of the cavity wall is seepage-proofing and corrosion-resisting micro-expansion concrete, so that the seepage-proofing effect is enhanced, and the concrete poured in the concrete plugging section 4 in the step F is common concrete, so that the structural strength of the concrete plugging section 4 is ensured.
It should be understood that the foregoing examples of the present invention are provided merely for clearly illustrating the present invention and are not intended to limit the embodiments of the present invention, and that various other changes and modifications may be made therein by one skilled in the art without departing from the spirit and scope of the present invention as defined by the appended claims.
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