AU2020257049A1 - Construction method for forming water-proof grouting curtain in water-rich porous rock stratum by blasting - Google Patents
Construction method for forming water-proof grouting curtain in water-rich porous rock stratum by blasting Download PDFInfo
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- AU2020257049A1 AU2020257049A1 AU2020257049A AU2020257049A AU2020257049A1 AU 2020257049 A1 AU2020257049 A1 AU 2020257049A1 AU 2020257049 A AU2020257049 A AU 2020257049A AU 2020257049 A AU2020257049 A AU 2020257049A AU 2020257049 A1 AU2020257049 A1 AU 2020257049A1
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- water
- blasting
- grouting
- rock stratum
- shaft
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Classifications
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- 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
- E21D11/105—Transport or application of concrete specially adapted for the lining of tunnels or galleries ; Backfilling the space between main building element and the surrounding rock, e.g. with concrete
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21B—EARTH OR ROCK DRILLING; OBTAINING OIL, GAS, WATER, SOLUBLE OR MELTABLE MATERIALS OR A SLURRY OF MINERALS FROM WELLS
- E21B47/00—Survey of boreholes or wells
-
- 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
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/006—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries by making use of blasting methods
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/10—Making by using boring or cutting machines
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- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- Geology (AREA)
- Structural Engineering (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Environmental & Geological Engineering (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Physics & Mathematics (AREA)
- Geophysics (AREA)
- Fluid Mechanics (AREA)
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
- Bulkheads Adapted To Foundation Construction (AREA)
Abstract
A construction method for forming a water-proof grouting curtain in a water-rich porous
rock stratum by blasting, comprising: constructing a plurality of blasting boreholes on the
periphery of a shaft until it reaches an impermeable stratum, and drilling a pumping inspection
hole in the center of the shaft until it reaches the impermeable stratum; lowering seamless steel
pipes into the blasting boreholes; sequentially lowering plastic pipes loaded with water-resistant
explosives and detonators in the blasting boreholes; detonating the explosives through
detonating tubes, and pulling the water-rich porous rock stratum between the boreholes apart
through blasting to form a circle of penetrating grouting cracks, or crushing the rock stratum to
form a good permeability channel for grouting fluid; perforating and grouting the blasted
boreholes; before and after grouting, carrying out a pumping test to check the change in water
inflow of the shaft; and when a complete grouting water-proof curtain is formed, excavating
the shaft. The present invention forms penetrating cracks or good permeability channels for
grouting fluid by drilling and blasting, and forms a water-proof curtain through grouting to cut
off the channel through which water in the porous rock stratum seeps into the shaft, so as to
achieve the purpose of shaft construction in the absence of or in the presence of small amounts
of water.
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DRAWINGS
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FIG. 3
Description
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DRAWINGS 8
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12
FIG. 3
Field of the Invention The present invention relates to the field of mine engineering construction technologies, and in particular, to a construction method for forming a water-proof grouting curtain in a water rich porous rock stratum by blasting.
Description of Related Art In many areas, mineral resources are buried in deep strata that pass through water-rich rock strata. These rock strata are mostly Cretaceous, Jurassic and other rock strata, with many aquifers and stratum water mostly existing in the form of pore water. When the rock fissures are relatively developed and the water inflow of the fissures is high, the grouting method is generally used to plug the fissure water, and then the ordinary shaft sinking construction method is used to construct the shaft. However, when the stratum water exists in the form of pore water, a large number of engineering examples prove that the use of ground pre-grouting or working face pre-grouting to plug water often cannot make the shaft pass through the water-rich rock stratum successfully. Therefore, at present, under such stratum conditions, a large number of shafts are constructed by using a freezing method. The specific approach is: first freezing the stratum around the shaft to be constructed by an artificial freezing method to form a frozen wall, which temporarily isolates underground water from the inside of the shaft; and excavating the shaft and pouring the frozen shaft wall under the protection of the frozen wall. After the shaft is formed, the frozen wall melts under the action of ground temperature, and the shaft wall bears the rock and soil pressure and water pressure from the stratum. The freezing method is adopted to construct the shaft, and the shaft wall is generally a double-layer concrete composite shaft wall. As the depth of the shaft increases, the thickness of the shaft wall is too large, the project cost is extremely high, the construction period becomes longer, and the construction process is complicated. Therefore, how to form an effective water-proof curtain under such stratum
conditions to reduce or even eliminate the water pressure acting on the shaft wall, thereby reducing the thickness of the shaft wall and reducing the water leakage of the shaft has become an urgent problem to be solved in the construction of the vertical shaft.
Technical Problem
An objective of the present invention is to provide a construction method for forming a water-proof grouting curtain in a water-rich porous rock stratum by blasting.
Technical Solution
To achieve the foregoing objective, the present invention adopts the following technical solution: a construction method for forming a water-proof grouting curtain in a water-rich porous rock stratum by blasting, comprising the following steps:
step 1: constructing a plurality of blasting boreholes on the periphery of a shaft to be constructed, and vertically drilling downwards from the ground with a drilling rig until it penetrates through the water-rich porous rock stratum and reaches an impermeable stratum; and drilling a pumping inspection hole near the center of the shaft to be constructed, and vertically drilling downwards from the ground with the drilling rig until it penetrates through the water rich porous rock stratum and reaches the impermeable stratum;
step 2: lowering seamless steel pipes with openings at the bottom into the constructed blasting boreholes respectively, wherein the seamless steel pipes have the length passing through a topsoil or alluvium and entering a stable rock stratum by a certain depth, and performing fixing the seamless steel pipes after the seamless steel pipes are lowered in place;
step 3: lowering plastic pipes loaded with water-resistant explosives and detonators in the blasting boreholes around the shaft to be constructed, sealing the orifices of the plastic pipes with stemming after charging, laying detonating tubes over the entire length of the plastic pipes and taking measures to protect the detonating tubes from damage in the lowering process, and connecting the detonating tubes to an initiator;
step 4: detonating the explosives after the preparatory work is finished, and pulling the water-rich porous rock stratum between the boreholes apart through one or more blasts to form
a circle of penetrating grouting cracks, or crushing the rock stratum to form a good permeability channel for grouting fluid, wherein the blasting scheme involves blasting once or multiple times according to the entire height or segmentation height of the water-rich porous rock stratum;
step 5: perforating the blasted boreholes to the depth of the borehole bottom, and then grouting the perforated borehole; before grouting, inspecting the groutability of the grouting fluid in the water-rich porous rock stratum between the boreholes through a drilling peeping instrument; if it is inspected that the groutability is poor, blasting again until the requirements are met; and before and after grouting, carrying out a pumping test through the pumping inspection hole in the center of the shaft to check the change in water inflow of the shaft; and
step 6: when the water pumping of the pumping inspection hole shows that a complete grouting water-proof curtain has been formed, excavating the shaft according to the designed shaft parameters.
Preferably, at least a circle of the blasting boreholes is uniformly arranged at intervals from inside to outside on the periphery of the shaft with the center of the shaft as the circle center.
More preferably, the spacing between adjacent blasting boreholes is 1-2 m.
More preferably, the interval between two adjacent circles of blasting boreholes is 1-3 m.
Preferably, in order to enhance the blasting effect, grooves not greater than 10 cm can be formed on both sides of each blasting borehole by high-pressure water jet or other methods respectively to form cracks between the boreholes.
Preferably, in step 2, the joint between the seamless steel pipes is the end-to-end butt welding connection of the seamless steel pipes through outer collars.
Preferably, in step 3, grooves are symmetrically formed on the sidewalls of the plastic pipes for energy gathering in blasting.
Preferably, in step 3, the water-resistant explosives are water-gel explosives.
Preferably, in step 4, the explosive detonation mode is simultaneous detonation or millisecond delay detonation.
Preferably, in step 5, the grouting material is a cement-based grouting material or a chemical grouting material.
Advantageous Effect
Compared with the prior art, the present invention has the following beneficial effects.
1. The present invention forms penetrating cracks or good permeability channels for grouting fluid around the shaft that is meant to penetrate the water-rich porous rock stratum by drilling and blasting, and forms a reliable grouting water-proof curtain through grouting to cut off the channel through which water in the porous rock stratum seeps into the shaft, so as to achieve the purpose of shaft construction in the absence of or in the presence of small amounts of water.
2. Since the formed grouting curtain cuts off the seepage channel of water, the external load on the shaft wall no longer contains the water pressure, and there is no need to spend a huge cost to use the freezing method for construction, which is economical.
3. Due to the reduction of the external load on the shaft wall, the design method and concept of the shaft wall have changed accordingly. The thickness of the shaft wall is greatly reduced, the project cost is greatly lowered, and the construction period is greatly shortened, which has very important engineering practical value and significance.
FIG. 1 is a schematic diagram of a construction method for forming a water-proof grouting curtain in a water-rich porous rock stratum by blasting according to Embodiment 1 of the present invention;
FIG. 2 is a schematic diagram of the layout of blasting boreholes according to Embodiment 1 of the present invention;
FIG. 3 is a schematic diagram of explosive charging in the blasting boreholes according to Embodiment 1 of the present invention;
FIG. 4 is a schematic diagram of a construction method for forming a water-proof grouting curtain in a water-rich porous rock stratum by blasting according to Embodiment 2 of the present invention;
FIG. 5 is a schematic diagram of the layout of blasting boreholes according to Embodiment 2 of the present invention; and
FIG. 6 is a schematic diagram of the layout of blasting boreholes according to Embodiment 3 of the present invention.
In the drawings, 1-shaft, 2-blasting borehole, 3-pumping inspection hole, 4-topsoil or alluvium, 5-water-rich porous rock stratum, 6-impermeable stratum, 8-initiator, 9-detonating tube, 10-plastic pipe, 11-cartridge, 12-detonator.
DETAILED DESCRIPTION OF THE INVENTION The present invention is further described below in detail with reference to the accompanying drawings and specific embodiments.
Embodiment 1
As shown in FIG. 1, a construction method for forming a water-proof grouting curtain in a water-rich porous rock stratum by blasting, comprising the following steps:
step 1: as shown in FIG. 2, constructing a circle of blasting boreholes 2 on the periphery of a shaft 1 to be constructed with the center of the shaft 1 as the circle center, wherein the spacing between adjacent blasting boreholes 2 is 1.2 m, and vertically drilling downwards from the ground with a drilling rig until it penetrates through the water-rich porous rock stratum 5 and reaches an impermeable stratum 6; respectively forming grooves with a depth of not greater than 10 cm on both sides of each blasting borehole 2 through high-pressure water jets, wherein the grooves can form cracks between the blasting boreholes 2; and drilling a pumping inspection hole 3 near the center of the shaft to be constructed, and vertically drilling downwards from the ground with the drilling rig until it penetrates through the water-rich porous rock stratum 5 and reaches the impermeable stratum 6;
step 2: lowering seamless steel pipes with openings at the bottom into the constructed blasting boreholes 2 respectively, wherein the depth to which the seamless steel pipes are lowered is determined based on the principle of ensuring that the drilling does not collapse, and in general, the seamless steel pipes have the length passing through a topsoil or alluvium 4 and entering a stable rock stratum by a certain depth; and performing fixing the seamless steel pipes after the seamless steel pipes are lowered in place, the joint between the seamless steel pipes being the end-to-end butt welding connection of the seamless steel pipes through outer collars;
step 3: as shown in FIG. 3, sequentially lowering plastic pipes 10 loaded with water-gel explosive cartridges 11 and detonators 12 in the blasting boreholes 2 around the shaft 1 to be constructed, wherein the plastic pipes 10 are PVC pipes, and grooves are symmetrically formed on the sidewalls of the plastic pipes 10 for energy gathering in blasting; sealing the orifices of the plastic pipes 10 with stemming after charging, laying detonating tubes 9 over the entire length of the plastic pipes 10 and taking measures to protect the detonating tubes 9 from damage in the lowering process, and connecting the detonating tubes 9 to an initiator 8;
step 4: detonating the explosives in a simultaneous detonation mode after the preparatory work is finished, and pulling the water-rich porous rock stratum 5 between the blasting boreholes 2 apart through one or more blasts to form a circle of penetrating grouting cracks, or crushing the rock stratum to form a good permeability channel for grouting fluid, wherein the blasting scheme involves blasting once or multiple times according to the entire height or segmentation height of the water-rich porous rock stratum 5;
step 5: perforating the blasted boreholes to the depth of the borehole bottom, and then grouting the perforated boreholes in an orifice grouting manner, wherein cement-based grouting materials, such as cement single-fluid slurry and cement-water glass two-fluid slurry, are injected; before grouting, inspecting the groutability of the grouting fluid in the water-rich porous rock stratum 5 between the boreholes through a drilling peeping instrument; if it is inspected that the groutability is poor, blasting again until the requirements are met; and before and after grouting, carrying out a pumping test through the pumping inspection hole 3 in the center of the shaft 1 to check the change in water inflow of the shaft; and
step 6: when the water pumping of the pumping inspection hole 3 in the center of the shaft 1 shows that a complete grouting water-proof curtain has been formed, excavating the shaft according to the designed shaft parameters.
Embodiment 2
As shown in FIG. 4, a construction method for forming a water-proof grouting curtain in a water-rich porous rock stratum by blasting, comprising the following steps:
step 1: as shown in FIG. 5, constructing two circles of blasting boreholes 2 on the periphery of a shaft to be constructed with the center of the shaft 1 as the circle center, wherein the spacing between adjacent blasting boreholes 2 is 1.5 m, and the interval between the first circle and the
second circle is 2 m, and vertically drilling downwards from the ground with a drilling rig, wherein the first circle of blasting boreholes 2 passes through the first layer of water-rich porous rock stratum 5 and reaches the first layer of impermeable stratum 6, and the second circle of blasting boreholes 2 sequentially passes through the first layer of water-rich porous rock stratum 5 and the second layer of water-rich porous rock stratum 5 and reaches the second layer of impermeable stratum 6; respectively forming grooves with a depth of not greater than 10 cm on both sides of each blasting borehole 2 through high-pressure water jets, wherein the grooves can form cracks between the blasting boreholes 2; and drilling a pumping inspection hole 3 near the center of the shaft 1 to be constructed, and vertically drilling downwards from the ground with the drilling rig until it penetrates through the second layer of water-rich porous rock stratum 5 and reaches the second layer of impermeable stratum 6;
step 2: lowering seamless steel pipes with openings at the bottom into the constructed blasting boreholes 2 respectively, wherein the seamless steel pipes have the length passing through a topsoil or alluvium 4 and entering a stable rock stratum by a certain depth; and performing fixing the seamless steel pipes after the seamless steel pipes are lowered in place, the joint between the seamless steel pipes being the end-to-end butt welding connection of the seamless steel pipes through outer collars;
step 3: as shown in FIG. 3, sequentially lowering plastic pipes 10 loaded with water-gel explosive cartridges 11 and detonators 12 in the blasting boreholes 2 around the shaft 1 to be constructed, wherein the plastic pipes 10 are PVC pipes, and grooves are symmetrically formed on the sidewalls of the plastic pipes 10 for energy gathering in blasting; sealing the orifices of the plastic pipes 10 with stemming after charging, laying detonating tubes 9 over the entire length of the plastic pipes 10 and taking measures to protect the detonating tubes 9 from damage in the lowering process, and connecting the detonating tubes 9 to an initiator 8;
step 4: detonating the explosives in a millisecond delay detonation mode after the preparatory work is finished, and pulling the water-rich porous rock stratum 5 between the blasting boreholes 2 apart through one or more blasts to form a circle of penetrating grouting cracks, or crushing the rock stratum to form a good permeability channel for grouting fluid, wherein the blasting scheme involves blasting once or multiple times according to the entire height or segmentation height of the water-rich porous rock stratum 5;
step 5: perforating the blasted boreholes to the depth of the borehole bottom, and then grouting the perforated boreholes in an orifice grouting manner, wherein chemical grouting materials, such as polyurethanes and epoxy resins, are injected; before grouting, inspecting the groutability of the grouting fluid in the water-rich porous rock stratum 5 between the boreholes through a drilling peeping instrument; if it is inspected that the groutability is poor, blasting again until the requirements are met; and before and after grouting, carrying out a pumping test through the pumping inspection hole 2 in the center of the shaft 1 to check the change in water inflow of the shaft; and
step 6: when the water pumping of the pumping inspection hole 3 in the center of the shaft 1 shows that a complete grouting water-proof curtain has been formed, excavating the shaft according to the designed shaft parameters.
Embodiment 3
In addition to the above two embodiments, the water-proof grouting curtain construction method of the present invention is also suitable for other areas that require water-proof construction, such as tunnel excavation and coal mining. The drilling arrangement can be linear according to needs, as shown in FIG. 6. The remaining construction steps are the same as in Embodiment 1.
Claims (9)
1. A construction method for forming a water-proof grouting curtain in a water-rich porous rock stratum by blasting, comprising the following steps:
step 1: constructing a plurality of blasting boreholes on the periphery of a shaft to be constructed, and vertically drilling downwards from the ground with a drilling rig until it penetrates through the water-rich porous rock stratum and reaches an impermeable stratum; and drilling a pumping inspection hole near the center of the shaft to be constructed, and vertically drilling downwards from the ground with the drilling rig until it penetrates through the water rich porous rock stratum and reaches the impermeable stratum;
step 2: lowering seamless steel pipes with openings at the bottom into the constructed blasting boreholes respectively, wherein the seamless steel pipes have the length passing through a topsoil or alluvium and entering a stable rock stratum by a certain depth, and performing fixing the seamless steel pipes after the seamless steel pipes are lowered in place;
step 3: lowering plastic pipes loaded with water-resistant explosives and detonators in the blasting boreholes around the shaft to be constructed, sealing the orifices of the plastic pipes with stemming after charging, laying detonating tubes over the entire length of the plastic pipes and taking measures to protect the detonating tubes from damage in the lowering process, and connecting the detonating tubes to an initiator;
step 4: detonating the explosives after the preparatory work is finished, and pulling the water-rich porous rock stratum between the boreholes apart through one or more blasts to form a circle of penetrating grouting cracks, or crushing the rock stratum to form a good permeability channel for grouting fluid, wherein the blasting scheme involves blasting once or multiple times according to the entire height or segmentation height of the water-rich porous rock stratum;
step 5: perforating the blasted boreholes to the depth of the borehole bottom, and then grouting the perforated borehole; before grouting, inspecting the groutability of the grouting fluid in the water-rich porous rock stratum between the boreholes through a drilling peeping instrument; if it is inspected that the groutability is poor, blasting again until the requirements
CLAIMS are met; and before and after grouting, carrying out a pumping test through the pumping
inspection hole in the center of the shaft to check the change in water inflow of the shaft; and
step 6: when the water pumping of the pumping inspection hole shows that a complete
grouting water-proof curtain has been formed, excavating the shaft according to the designed
shaft parameters.
2. The construction method for forming a water-proof grouting curtain in a water-rich porous
rock stratum by blasting according to claim 1, wherein at least a circle of the blasting boreholes
is uniformly arranged at intervals from inside to outside on the periphery of the shaft with the
center of the shaft as the circle center.
3. The construction method for forming a water-proof grouting curtain in a water-rich porous
rock stratum by blasting according to claim 1 or 2, wherein the spacing between adjacent
blasting boreholes is 1-2 m.
4. The construction method for forming a water-proof grouting curtain in a water-rich porous
rock stratum by blasting according to claim 2, wherein the interval between two adjacent circles
of blasting boreholes is 1-3 m.
5. The construction method for forming a water-proof grouting curtain in a water-rich porous
rock stratum by blasting according to claim 1, wherein grooves are formed on two sides of each
blasting borehole, respectively.
6. The construction method for forming a water-proof grouting curtain in a water-rich porous
rock stratum by blasting according to claim 1 or 2, wherein in step 3, grooves are symmetrically
formed on the sidewalls of the plastic pipes for energy gathering in blasting.
7. The construction method for forming a water-proof grouting curtain in a water-rich porous
rock stratum by blasting according to claim 1 or 2, wherein in step 3, the water-resistant
explosives are water-gel explosives.
8. The construction method for forming a water-proof grouting curtain in a water-rich porous
rock stratum by blasting according to claim 1 or 2, wherein in step 4, the explosive detonation
mode is simultaneous detonation or millisecond delay detonation.
9. The construction method for forming a water-proof grouting curtain in a water-rich porous
rock stratum by blasting according to claim 1 or 2, wherein in step 5, the grouting material is a
cement-based grouting material or a chemical grouting material.
Applications Claiming Priority (2)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202010743733.X | 2020-07-29 | ||
| CN202010743733.XA CN111852513A (en) | 2020-07-29 | 2020-07-29 | A construction method for forming a water-proof grouting curtain in a water-rich pore rock formation by blasting |
Publications (2)
| Publication Number | Publication Date |
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| AU2020257049A1 true AU2020257049A1 (en) | 2022-02-17 |
| AU2020257049B2 AU2020257049B2 (en) | 2022-06-02 |
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| AU2020257049A Active AU2020257049B2 (en) | 2020-07-29 | 2020-10-20 | Construction method for forming water-proof grouting curtain in water-rich porous rock stratum by blasting |
Country Status (2)
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| CN (1) | CN111852513A (en) |
| AU (1) | AU2020257049B2 (en) |
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| CN114440721A (en) * | 2022-03-09 | 2022-05-06 | 黄河勘测规划设计研究院有限公司 | Slurry blasting reinforcement method for hard surrounding rock joint development area of tunnel |
| CN115387369A (en) * | 2022-09-29 | 2022-11-25 | 成都理工大学 | Flexible impervious structure combining impervious wall and curtain grouting and construction method thereof |
| CN118462307A (en) * | 2024-06-04 | 2024-08-09 | 北京市市政工程设计研究总院有限公司 | A method for dealing with water hazards in densely packed water-rich fault zones in tunnels |
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| CN112502663B (en) * | 2020-12-09 | 2022-09-27 | 中国矿业大学 | Curtain grouting method based on directional hydraulic-mechanical splitting technology |
| CN112946781B (en) * | 2021-02-08 | 2023-02-28 | 中国矿业大学 | Advanced water exploration method after water-containing fractured rock stratum reconstruction |
| CN114320308B (en) * | 2021-12-10 | 2024-01-02 | 北京中煤矿山工程有限公司 | Design of vertical shaft grouting curtain and grouting process under deep asymmetric stress condition |
| CN114909138A (en) * | 2022-05-09 | 2022-08-16 | 中煤第五建设有限公司 | Water sealing method for ultra-deep vertical shaft |
| CN115030727B (en) * | 2022-06-20 | 2023-04-07 | 长沙矿山研究院有限责任公司 | Method for treating harm of local water spraying in well shaft with installed equipment |
| CN119163050B (en) * | 2024-11-20 | 2025-03-18 | 四川省建筑科学研究院有限公司 | A waterproof construction technology for deep hole grouting filling treatment |
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- 2020-10-20 AU AU2020257049A patent/AU2020257049B2/en active Active
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| US3688507A (en) * | 1969-03-13 | 1972-09-05 | Donald Sinclair Muller | Grouting |
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| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114440721A (en) * | 2022-03-09 | 2022-05-06 | 黄河勘测规划设计研究院有限公司 | Slurry blasting reinforcement method for hard surrounding rock joint development area of tunnel |
| CN114440721B (en) * | 2022-03-09 | 2023-06-06 | 黄河勘测规划设计研究院有限公司 | Slurry explosion reinforcement method for hard surrounding rock joint development area of tunnel |
| CN115387369A (en) * | 2022-09-29 | 2022-11-25 | 成都理工大学 | Flexible impervious structure combining impervious wall and curtain grouting and construction method thereof |
| CN118462307A (en) * | 2024-06-04 | 2024-08-09 | 北京市市政工程设计研究总院有限公司 | A method for dealing with water hazards in densely packed water-rich fault zones in tunnels |
Also Published As
| Publication number | Publication date |
|---|---|
| CN111852513A (en) | 2020-10-30 |
| AU2020257049B2 (en) | 2022-06-02 |
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