CN108915690B - Novel method for preventing water gushing of vertical shaft well wall in vertical shaft aquifer tunneling - Google Patents
Novel method for preventing water gushing of vertical shaft well wall in vertical shaft aquifer tunneling Download PDFInfo
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- CN108915690B CN108915690B CN201810737000.8A CN201810737000A CN108915690B CN 108915690 B CN108915690 B CN 108915690B CN 201810737000 A CN201810737000 A CN 201810737000A CN 108915690 B CN108915690 B CN 108915690B
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- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 title claims abstract description 251
- 238000000034 method Methods 0.000 title claims abstract description 53
- 230000005641 tunneling Effects 0.000 title claims description 5
- 238000005086 pumping Methods 0.000 claims abstract description 61
- 238000002347 injection Methods 0.000 claims abstract description 50
- 239000007924 injection Substances 0.000 claims abstract description 50
- 239000002002 slurry Substances 0.000 claims abstract description 38
- 239000011440 grout Substances 0.000 claims abstract description 20
- 238000005553 drilling Methods 0.000 claims abstract description 7
- 238000011144 upstream manufacturing Methods 0.000 claims abstract description 7
- 239000011435 rock Substances 0.000 claims description 17
- 239000004568 cement Substances 0.000 claims description 10
- 238000001514 detection method Methods 0.000 claims description 6
- 239000007788 liquid Substances 0.000 claims description 6
- 230000000694 effects Effects 0.000 claims description 5
- 238000011010 flushing procedure Methods 0.000 claims description 5
- 239000011150 reinforced concrete Substances 0.000 claims description 4
- 238000005406 washing Methods 0.000 claims description 4
- 238000010521 absorption reaction Methods 0.000 claims description 3
- 238000010291 electrical method Methods 0.000 claims description 3
- 238000002474 experimental method Methods 0.000 claims description 3
- 235000019353 potassium silicate Nutrition 0.000 claims description 3
- NTHWMYGWWRZVTN-UHFFFAOYSA-N sodium silicate Chemical compound [Na+].[Na+].[O-][Si]([O-])=O NTHWMYGWWRZVTN-UHFFFAOYSA-N 0.000 claims description 3
- 230000001052 transient effect Effects 0.000 claims description 3
- 238000009412 basement excavation Methods 0.000 claims description 2
- 238000009826 distribution Methods 0.000 abstract description 3
- 238000010276 construction Methods 0.000 description 11
- 239000000463 material Substances 0.000 description 6
- 230000002787 reinforcement Effects 0.000 description 6
- 238000010586 diagram Methods 0.000 description 5
- 238000007710 freezing Methods 0.000 description 4
- 230000008014 freezing Effects 0.000 description 4
- MUBZPKHOEPUJKR-UHFFFAOYSA-N Oxalic acid Chemical compound OC(=O)C(O)=O MUBZPKHOEPUJKR-UHFFFAOYSA-N 0.000 description 3
- 239000004567 concrete Substances 0.000 description 2
- 238000009792 diffusion process Methods 0.000 description 2
- 238000003825 pressing Methods 0.000 description 2
- 239000000126 substance Substances 0.000 description 2
- 229920001807 Urea-formaldehyde Polymers 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 239000003795 chemical substances by application Substances 0.000 description 1
- 230000006835 compression Effects 0.000 description 1
- 238000007906 compression Methods 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 238000003912 environmental pollution Methods 0.000 description 1
- 238000005065 mining Methods 0.000 description 1
- 231100000252 nontoxic Toxicity 0.000 description 1
- 230000003000 nontoxic effect Effects 0.000 description 1
- 235000006408 oxalic acid Nutrition 0.000 description 1
- 239000002245 particle Substances 0.000 description 1
- 238000009931 pascalization Methods 0.000 description 1
- 239000011148 porous material Substances 0.000 description 1
- 238000002360 preparation method Methods 0.000 description 1
- 238000007569 slipcasting Methods 0.000 description 1
- 239000000243 solution Substances 0.000 description 1
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D5/00—Lining shafts; Linings therefor
- E21D5/04—Lining shafts; Linings therefor with brick, concrete, stone, or similar building materials
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- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
Abstract
The invention discloses a novel method for preventing water gushing of a vertical shaft well wall in the process of driving a vertical shaft aquifer, which comprises the steps of pouring a grout stop pad (4), and erecting a working platform (5) on the poured grout stop pad (4); drilling a grouting hole (3), a water injection hole (2) and a water pumping hole (9) from a self-stopping slurry pad (4) to the outside in an inclined manner on a working platform (5), wherein the water pumping hole (9) is arranged at the upstream of a water flow field (10); and (3) injecting water into the water injection hole (2), pumping water into the water pumping hole (9), and then grouting from the grouting hole (3). According to the invention, through pumping and draining, the water flow field and water pressure distribution of the area to be grouted are controlled, so that the grout is uniformly diffused to the grouting area, the grout leakage phenomenon is reduced, the grouting pressure is properly reduced, and the grouting cost is reduced.
Description
Technical Field
The invention belongs to the technical field of grouting and plugging of a vertical shaft well wall, and particularly relates to a grouting reinforcement method for preventing water gushing of the vertical shaft well wall in the process of driving a vertical shaft aquifer.
Background
In the construction of a deep shaft, because rock masses around a mine often meet a water permeable and water conducting layer, a large amount of fracture water accumulated underground can continuously seep out along with an operation surface, under severe conditions, all shafts have water leakage, particularly, the shafts pass through a plurality of faults and have concentrated water inflow, and the water inflow is large and the water pressure is high. If the water burst of the shaft can not be effectively blocked, the water burst flooding accident is easy to cause. There are two methods for the common shaft aquifer tunneling process:
the first method is the "freeze + slip casting" method. The freezing method is widely applied to engineering construction such as mine construction, foundation, hydraulic engineering, underground railway, river tunnel and the like, is mostly used for digging a vertical shaft in the mine construction, and is also used for construction of unstable strata or fractured rock strata with abundant water content in other underground engineering. However, the method not only needs a large amount of energy to freeze the surrounding rock around the well wall, but also reduces the structural stability of the frozen region after the freezing is removed, so that the strength of the surrounding rock around the well wall is reduced, and the method is more expensive in the complex environment of high temperature, high pressure and high stress of the deep shaft.
The second grouting reinforcement method is direct grouting. The method has good applicability in shallow parts, but easily causes the problems of slurry running and large type selection of grouting pumps under deep high-pressure-bearing bottom layers. In addition, the conventional grouting water plugging technology mostly uses conventional common cement grout as main grouting grout, the cement grout can only plug large crack water conducting channels due to large particle size, and micro cracks can not be plugged effectively, if a shaft is deep and a shaft wall is not made of impermeable concrete, water can continuously seep out from surrounding rock cracks due to high hydrostatic pressure, and then the water seeps into the shaft wall through capillary pores of the concrete of the shaft wall. In order to solve the problems of the direct grouting method which takes common cement slurry as main grouting slurry, in the text of 'application of chemical grouting in treating water gushing from well walls of vertical shafts' published in 'mining equipment', 2015.04, urea resin and oxalic acid solution which are national setting products and non-toxic, harmless and pollution-free environment-friendly material nano-grouting agent are selected as grouting materials, micro-cracks which cannot be blocked by the common grouting materials can be effectively solved, and the grouting effect is achieved. However, the grouting material is expensive and the construction cost is high.
Disclosure of Invention
The invention aims to provide a novel method for preventing water gushing of a vertical shaft well wall in the process of driving a vertical shaft aquifer, aiming at the problems of high construction cost, easy frozen well wall breakage, easy slurry leakage and the like in the prior art.
In order to realize the aim, the novel method for preventing the water gushing of the wall of the vertical shaft in the process of driving the aquifer of the vertical shaft is realized by adopting the following processes and steps:
the invention relates to a novel method for preventing water gushing of a vertical shaft well wall in the process of driving a vertical shaft aquifer, which comprises the following steps of firstly downwards driving a vertical shaft at a position containing a waterproof layer to form a cast-in-place reinforced concrete well wall:
the first step is as follows: carrying out advanced geological detection and prediction on the vertical shaft by using a transient electromagnetic instrument and a hydrographic drilling mode, and mastering the engineering geology and hydrographic geology of the vertical shaft;
the second step is that: pouring a grout stop pad at a driving face which is 5-8 m away from the high-pressure-bearing water-containing broken belt;
the third step: erecting a working platform on the poured grout stopping pad; drilling grouting holes, water injection holes and water pumping holes from a grout stop pad on a working platform in an inclined downward and outward manner, wherein the number of the grouting holes is 3-6, the water injection holes and the water pumping holes are distributed on the same streamline of a water flow field, and an included angle between the water injection holes and the water pumping holes is 30-75 degrees; the grouting holes are uniformly distributed in the flow field with adjustable water pumping holes and water injection holes; the water pumping holes are arranged at the upstream of the water flow field;
the fourth step: carrying out a water injection experiment on the water injection hole, obtaining parameters of water absorption of the aquifer and water pressure of the aquifer, and providing a basis for selecting a grouting design scheme; then injecting water into the water injection hole, pumping water into the water pumping hole, washing the high-pressure-bearing water-containing broken zone to be reinforced by grouting, and enlarging the rock gap so as to facilitate slurry diffusion;
the fifth step: after the flushing is finished, grouting is carried out from the grouting holes, water is pumped from the water pumping holes, water is pressurized from the water injection holes, after the slurry in the water pumping holes reaches the designed concentration, the water pumping from the water pumping holes and the water pressurization from the water injection holes are stopped, grouting is continued from the grouting holes, the concentration of the slurry in the water injection holes is monitored, the grouting is stopped after the concentration of the slurry in the water injection holes reaches the designed concentration and lasts for 5-10 minutes, and then the grouting pipelines are washed; adopting cement-water glass double-liquid slurry during grouting;
and a sixth step: after the grout is solidified, checking grouting quality by using an electrical method instrument or geological detection equipment with similar performance, and excavating the driving face of the grouted reinforced area after the designed grouting effect is achieved;
and repeating the first step, the second step, the third step, the fourth step, the fifth step and the sixth step until the high-pressure-bearing water-containing crushing belt passes through.
In the cement-water glass double-liquid slurry adopted in the fifth step, the water cement ratio of the cement slurry is 1.8: 1-1: 0.6, and the water glass is added to be 1.5% -3.5%.
Because the water pressure of the gap of the high-pressure-bearing broken rock stratum is large, the rock stratum is damaged due to excessive drainage. Therefore, in the fourth step, when the water pressure during the water pumping from the water pumping hole is reduced to 1/4-1/2 of the water pressure of the aquifer at the corresponding position of the high-pressure-bearing water-containing crushed zone, the water pumping pressure is maintained until the water pumping is finished.
Generally, the pressure of water injection and pressurized water from the water injection hole is 1.8-2.8 times of the water pressure of the aquifer at the corresponding position of the high-pressure-bearing water-containing crushing zone. The water injection pressure and the water pressing pressure are too low, so that a good washing effect on a high-pressure-bearing water-containing crushing zone is difficult to achieve; the excessive water injection and water pressing pressure inevitably increases the equipment and construction operation cost.
The novel method for preventing water gushing of the wall of the vertical shaft well in the process of driving the water-bearing stratum of the vertical shaft controls the water flow field and the water pressure distribution of the area to be grouted by pumping water and draining water, so that grout is uniformly diffused to the grouting area, grout leakage is reduced, and grouting pressure is properly reduced.
The invention discloses a novel method for preventing water gushing of a vertical shaft well wall in the process of driving a vertical shaft aquifer, which has the following beneficial effects:
(1) the method properly increases the water pumping holes, water is injected while pumping water, so that the water pressure of the aquifer cannot be reduced too fast, and the water pumping head is controlled to keep the water pressure of the aquifer within a reasonable range, thereby ensuring the stability of the high confined aquifer fracture zone.
(2) The method adjusts the flow field of the high-pressure-bearing water-containing broken zone water flow within a certain range through the water pumping hole and the water injection hole, induces the slurry to diffuse to the upstream of the water flow firstly and then to the grouting area at the downstream of the water flow, reduces the slurry leakage phenomenon in the grouting process, and ensures that the slurry is uniformly diffused in the grouting area.
(3) The invention overcomes the problems that the construction cost is high by a freezing and grouting method, and the existing grouting reinforcement method is easy to generate slurry leakage and the type selection of a grouting pump is large under a deep high-pressure-bearing bottom layer, and has strong applicability.
(4) According to the invention, by adjusting the flow field and the water pressure of the deep high-pressure-bearing water-containing broken zone, the problem of unstable structure of the wall surrounding rock of the well wall caused by a freezing method can be avoided, and the grouting pressure can be properly reduced, so that the grouting cost is reduced.
(5) The problems of expensive price, high construction cost, possible environmental pollution and the like of a grouting material in a chemical grouting method are solved.
(6) The cement-water glass double-liquid slurry is adopted, and has the characteristics that the gel time can be adjusted within the range of a few seconds to a dozen minutes and can be accurately controlled; the slurry concretion body has high compression strength and tensile strength, and the concretion rate can reach 100 percent; the material source is rich, the price is low, the grouting cost is low, the slurry preparation is convenient, and no pollution is caused to underground water and the environment; the slurry has low viscosity, good flow property and strong injectability, and is more suitable for the geological condition of the vertical shaft.
Drawings
FIG. 1 is a schematic cross-sectional view of the shaft induced grouting reinforcement of the new method for preventing water gushing from the wall of the shaft during the driving of the aquifer of the shaft;
FIG. 2 is a schematic view of a water flow field after grouting according to the present invention, i.e., a view along the line A-A of FIG. 1;
FIG. 3 is a schematic view of the water flow of the high pressure water-containing breaker strip in its natural state, i.e., the view along the line B-B in FIG. 1;
FIG. 4 is a schematic view of the flow field of the water stream after the rinsing process of the present invention;
the reference signs are: 1-high pressure bearing aqueous breaker belt; 2-water injection hole; 3-grouting holes; 4-stop pulp pad; 5, a working platform; 6-grouted reinforcement area; 7-cast-in-place reinforced concrete well wall; 8, a water-resisting layer; 9-water pumping holes; 10-water flow field; 11-shaft.
Detailed Description
For further description of the present invention, the following will explain in detail a new method for preventing water gushing from the wall of a shaft well in the driving of a shaft aquifer according to the present invention with reference to the attached drawings and examples.
As shown in fig. 1, the schematic diagram of the section of the vertical shaft induced grouting reinforcement of the novel method for preventing water gushing from the wall of the vertical shaft in the process of driving the aquifer of the vertical shaft of the invention shows, the novel method for preventing water gushing from the wall of the vertical shaft in the process of driving the aquifer of the vertical shaft of the invention adopts the following processes and steps:
the invention relates to a novel method for preventing water gushing of a vertical shaft well wall in the process of driving a vertical shaft aquifer, which comprises the following steps of selecting a vertical shaft construction position according to ore body distribution characteristics and local hydrogeological conditions, and downwards driving a vertical shaft at the position containing a water-resisting layer to form a cast-in-place reinforced concrete well wall:
the first step is as follows: and advanced geological detection and prediction are carried out on the vertical shaft 11 by using a transient electromagnetic instrument and a hydrographic drilling mode, and the engineering geology and hydrographic geology of the vertical shaft 11 are mastered.
The second step is that: and pouring a grout stop pad 4 at a driving face which is 5-8 m away from the high-pressure-bearing water-containing crushing belt 1.
The third step: erecting a working platform 5 on the poured grout stop pad 4; drilling grouting holes 3, water injection holes 2 and water pumping holes 9 from a grout stop pad 4 on a working platform 5 obliquely downwards and outwards, wherein the number of the grouting holes 3 is 3-6, the water injection holes 2 and the water pumping holes 9 are distributed on the same flow line of a water flow field, and an included angle between the water injection holes and the water pumping holes is 30-75 degrees; the grouting holes 3 are uniformly distributed in the adjustable flow field of the water pumping holes 9 and the water injection holes 2; the water pumping holes 9 are arranged on the upstream of the water flow field 10, the water pumping holes 9 are arranged on the upstream of the water flow field, and when water is pumped slowly, a low water pressure area is formed around the water pumping holes, so that slurry injected from the grouting holes can be diffused quickly along the descending direction of the water flow gradient, and a water-containing broken belt area to be grouted on the upstream of the water flow is prevented from being blocked, so that the slurry leakage phenomenon of the downstream of the subsequent water flow is reduced, and the grouting pressure is properly reduced on the premise of ensuring the stability of a rock stratum.
The fourth step: carrying out a water injection experiment on the water injection hole 2 to obtain the water absorption rate of the aquifer and the water pressure parameter of the aquifer and provide a basis for selecting a grouting design scheme; then, water is injected into the water injection holes 2, water is pumped into the water pumping holes 9, the pressure of water injected from the water injection holes 2 is 1.8-2.8 times of the water pressure of the aquifer at the corresponding position of the high-pressure-bearing water-containing crushed zone 1, the high-pressure-bearing water-containing crushed zone 1 to be grouted and reinforced is flushed by water injection, the rock gap is enlarged, and slurry is easy to diffuse; when the water pressure during the water pumping from the water pumping hole 9 is reduced to 1/4-1/2 of the water pressure of the aquifer at the corresponding position of the high confined water-containing crushed zone 1, the water pumping pressure is maintained until the water pumping is finished.
The fifth step: after the flushing is finished, grouting is carried out from the grouting hole 3, water is pumped from the water pumping hole 9, water is pressurized from the water injection hole 2, after the slurry in the water pumping hole 9 reaches the designed concentration, the water pumping from the water pumping hole 9 and the water pressurizing from the water injection hole 2 are stopped, grouting is continued from the grouting hole 3, the concentration of the slurry in the water injection hole 2 is monitored, the grouting is stopped after the concentration of the slurry in the water injection hole 2 reaches the designed concentration and lasts for 5-10 minutes, and then the pipe washing is carried out on a grouting pipeline; and during grouting, cement-water glass double-liquid slurry is adopted, the water cement ratio of the cement slurry is 1.8: 1-1: 0.6, and the water glass is added to the cement slurry to be 1.5-3.5%.
And a sixth step: after the grout is solidified, the grouting quality is checked by using an electrical method instrument or geological detection equipment with similar performance, and the excavation of the driving face of the grouted reinforced area 6 can be carried out only after the designed grouting effect is achieved.
And repeating the first step, the second step, the third step, the fourth step, the fifth step and the sixth step until the high-pressure-bearing water-containing crushing belt 1 passes through.
As shown in the schematic diagram of the water flow field after grouting of the invention shown in FIG. 2, after the high-pressure-bearing water-containing fractured zone 1 is grouted, the streamline of the water flow field 10 bypasses the grouted reinforced zone 6.
As can be seen from the water flow diagram of the high pressure containing water crushing zone in the natural state shown in fig. 3, the streamline of the water flow field 10 penetrates through the high pressure containing water crushing zone 1 in a straight line direction.
As shown in fig. 4, the water flow field schematic diagram of the invention after the flushing process is adopted shows that after the grouting holes 3, the water injection holes 2 and the water pumping holes 9 are drilled, water is injected into the water injection holes 2 and the water is pumped into the water pumping holes 9, the flow lines of the water flow fields 10 of the water injection holes 2 are not only communicated with the water pumping holes 9 through rock gaps, but also discharged to other low-pressure directions in the high-pressure water-bearing crushing zone 1; the water pumping holes 9 not only pump water from the water injection holes 2 through the rock gaps, but also pump water in other high-pressure directions in the high-pressure-bearing water-containing fractured zone 1 through the rock gaps. As shown in the schematic diagram of the water flow field after the flushing process is adopted in the invention shown in FIG. 4, the method can well flush the rock gaps in the high-pressure-bearing water-containing fractured zone 1, remove the blockage of silt in the rock gaps, facilitate the diffusion of slurry and create conditions for grouting through the high-pressure-bearing water-containing fractured zone 1.
According to the method, the water flow field 10 in the high-pressure-bearing water-containing crushed zone 1 is adjusted by adding the water injection hole 2 and the water pumping hole 9 in the grouting scheme, so that the slurry is uniformly diffused.
Claims (3)
1. A new method for preventing the water gushing of the wall of a vertical shaft in the process of driving the aquifer of the vertical shaft firstly excavates the vertical shaft (11) downwards at the position containing a waterproof layer (8) to form a cast-in-place reinforced concrete wall (7), and is characterized by also adopting the following process and steps:
the first step is as follows: advanced geological detection and prediction are carried out on the vertical shaft (11) by utilizing a transient electromagnetic instrument and a hydrographic drilling mode, and the engineering geology and hydrographic geology of the vertical shaft (11) are mastered;
the second step is that: pouring a grout stop pad (4) at a driving face which is 5-8 m away from the high-pressure-bearing water-containing crushing zone (1);
the third step: erecting a working platform (5) on the poured grout stop pad (4); drilling grouting holes (3), water injection holes (2) and water pumping holes (9) from a self-stopping grouting pad (4) on a working platform (5) obliquely downwards and outwards, wherein the number of the grouting holes (3) is 3-6, the water injection holes (2) and the water pumping holes (9) are distributed on the same streamline of a water flow field, and the included angle between the water injection holes and the water pumping holes is 30-75 degrees; the grouting holes (3) are uniformly distributed in the adjustable flow field of the water pumping holes (9) and the water injection holes (2); the water pumping holes (9) are arranged on the upstream of the water flow field (10);
the fourth step: carrying out a water injection experiment on the water injection hole (2), obtaining parameters of water absorption of the aquifer and water pressure of the aquifer, and providing a basis for selecting a grouting design scheme; then, water is injected into the water injection holes (2), water is pumped into the water pumping holes (9), the high-pressure-bearing water-containing broken zone (1) to be grouted and reinforced is washed, and the rock gap is enlarged so that slurry can be easily diffused; the water injection pressure from the water injection hole (2) is 1.8-2.8 times of the water pressure of the aquifer at the corresponding position of the high-pressure-bearing water-containing crushing zone (1); when the water pressure during water pumping from the water pumping hole (9) is reduced to 1/4-1/2 of the water pressure of the aquifer at the corresponding position of the high-pressure-bearing water-containing crushed zone (1), the water pumping pressure is maintained until the water pumping is finished;
the fifth step: after the flushing is finished, grouting is carried out from the grouting hole (3), water is pumped from the water pumping hole (9), water is pressurized from the water injection hole (2), after the slurry in the water pumping hole (9) reaches the designed concentration, the water pumping from the water pumping hole (9) and the water pressurized from the water injection hole (2) are stopped, grouting is continued from the grouting hole (3), the concentration of the slurry in the water injection hole (2) is monitored, the grouting is stopped after the concentration of the slurry in the water injection hole (2) reaches the designed concentration and lasts for 5-10 minutes, and then the pipe washing is carried out on the grouting pipeline; adopting cement-water glass double-liquid slurry during grouting;
and a sixth step: after the grout is solidified, the grouting quality is checked by using an electrical method instrument or geological detection equipment with similar performance, and the excavation of the driving face of the grouted reinforced area (6) can be carried out only after the designed grouting effect is achieved;
and repeating the first step, the second step, the third step, the fourth step, the fifth step and the sixth step until the high-pressure-bearing water-containing crushing belt (1) passes through.
2. The new method for preventing water gushing of the wall of the vertical shaft in the tunneling of the vertical shaft aquifer according to claim 1, characterized in that: in the cement-water glass double-liquid slurry adopted in the fifth step, the water cement ratio of the cement slurry is 1.8: 1-1: 0.6, and the water glass is added to be 1.5% -3.5%.
3. A new method for preventing water gushing in the wall of a shaft well in the tunneling of a shaft aquifer according to claim 1 or 2, characterized in that: the number of the grouting holes (3) is 4, and the 4 grouting holes (3) are uniformly and symmetrically distributed at intervals.
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| CN110206018A (en) * | 2019-06-10 | 2019-09-06 | 广西大学 | A kind of induction type grouting construction method |
| CN114687747A (en) * | 2020-09-11 | 2022-07-01 | 北京住总集团有限责任公司 | Vertical shaft pre-reinforcing process for penetrating through pressure-bearing water layer |
| CN112031778B (en) * | 2020-09-11 | 2023-02-03 | 北京住总集团有限责任公司 | Construction method for shaft excavation based on multi-angle pre-reinforcement |
| CN113153365B (en) * | 2021-03-16 | 2022-09-13 | 中铁四局集团第五工程有限公司 | Cross tunneling rapid construction method suitable for water-rich ventilation inclined shaft |
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| JP2996113B2 (en) * | 1994-11-17 | 1999-12-27 | 株式会社大林組 | How to build a shaft |
| CN1059012C (en) * | 1998-02-09 | 2000-11-29 | 山东矿业学院 | Technology for quickly resuming normal construction after wellhole submerged by sudden water |
| CN102011591A (en) * | 2010-11-15 | 2011-04-13 | 中煤第五建设公司第三工程处 | Grouting process for working surface of deep well |
| CN102536269A (en) * | 2010-12-15 | 2012-07-04 | 山东黄金矿业(莱州)有限公司三山岛金矿 | Underground grouting and water-plugging process |
| CN102606175A (en) * | 2012-03-12 | 2012-07-25 | 山东新阳能源有限公司 | Method for plugging confined water in underground coal mine sandstone crack |
| CN104453913B (en) * | 2014-12-19 | 2016-08-03 | 玉溪大红山矿业有限公司 | A kind of Shaft Stopes front pre-grouting method |
| CN107313788B (en) * | 2017-08-17 | 2019-05-10 | 新疆龟兹矿业有限公司 | The method and device of grouting for water blocking under strong hydraulic connection |
| CN107558948B (en) * | 2017-10-31 | 2019-12-31 | 平煤神马建工集团有限公司 | Method for grouting and plugging cracks in water-bearing layer through water collecting pipe and method for excavating vertical shaft by using same |
| CN108119143B (en) * | 2017-12-20 | 2019-11-15 | 湖南科技大学 | A kind of vertical shaft working surface cement soluble glass paste combines grouting method with chemical grout double-round curtain |
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Address after: 243000 Xitang Road, Ma'anshan Economic Development Zone, Anhui, No. 666 Co-patentee after: HUAWEI METAL MINERAL RESOURCE EFFICIENT RECYCLING UTILIZATION NATIONAL ENGINEERING RESEARCH CENTER Co.,Ltd. Patentee after: MAANSHAN Mine Research Institute Co.,Ltd. Address before: 243000 Xitang Road, Ma'anshan Economic Development Zone, Anhui, No. 666 Co-patentee before: HUAWEI METAL MINERAL RESOURCE EFFICIENT RECYCLING UTILIZATION NATIONAL ENGINEERING RESEARCH CENTER Co.,Ltd. Patentee before: SINOSTEEL MAANSHAN INSTITUTE OF MINING RESEARCH Co.,Ltd. |