CN115012953A - Grouting reinforcement process and equipment for water-rich flowing sand surrounding rock in coal mine or tunnel engineering - Google Patents
Grouting reinforcement process and equipment for water-rich flowing sand surrounding rock in coal mine or tunnel engineering Download PDFInfo
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- CN115012953A CN115012953A CN202210692727.5A CN202210692727A CN115012953A CN 115012953 A CN115012953 A CN 115012953A CN 202210692727 A CN202210692727 A CN 202210692727A CN 115012953 A CN115012953 A CN 115012953A
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Images
Classifications
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- 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
- E21D9/001—Improving soil or rock, e.g. by freezing; Injections
- E21D9/002—Injection methods characterised by the chemical composition used
-
- 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
-
- 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
- E21F16/02—Drainage of tunnels
-
- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02W—CLIMATE CHANGE MITIGATION TECHNOLOGIES RELATED TO WASTEWATER TREATMENT OR WASTE MANAGEMENT
- Y02W30/00—Technologies for solid waste management
- Y02W30/50—Reuse, recycling or recovery technologies
- Y02W30/91—Use of waste materials as fillers for mortars or concrete
Landscapes
- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Chemical & Material Sciences (AREA)
- Chemical Kinetics & Catalysis (AREA)
- General Chemical & Material Sciences (AREA)
- Soil Sciences (AREA)
- Environmental & Geological Engineering (AREA)
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
Abstract
The invention relates to a grouting reinforcement process for water-rich flowing sand surrounding rocks in coal mines or tunnel engineering, which comprises the steps of carrying out vacuum water pumping on the water-rich powder flowing sand surrounding rocks, simultaneously injecting chemical grouting slurry into the water-rich powder flowing sand surrounding rocks, and performing slurry permeation, diffusion or extrusion into the water-rich powder flowing sand surrounding rocks by replacing more than 50% of pore water in the water-rich powder flowing sand so as to fill, bond and solidify a water-rich powder flowing sand layer, wherein the grouting area range and the depth range do not collapse. The water in the water-rich drift sand surrounding rock is extracted in vacuum, and the water in the water-rich drift sand surrounding rock stratum is replaced by chemical grouting slurry with ultralow viscosity and certain hydrophilicity by adopting a low-pressure slow grouting technology, so that the water-rich drift sand surrounding rock can achieve certain self-stability and self-bearing capacity.
Description
Technical Field
The invention relates to a grouting reinforcement technology for surrounding rocks in coal mines or tunnel engineering, in particular to a grouting reinforcement technology when difficult geological structures such as water-rich fine flow sand surrounding rocks are encountered in coal mine vertical shafts, inclined shafts or tunnel tunneling.
Background
Difficult geological structures such as water-rich fine-flow sand surrounding rocks are often encountered in coal mine vertical shaft, inclined shaft or tunnel excavation, and effective excavation and support of the water-rich fine-flow sand are difficult problems in the underground engineering field because the water-rich fine-flow sand has extreme instability and self-fluidity. The control measures for unstable surrounding rocks in underground engineering construction are generally realized by filling and cementing loose and non-self-stable granular surrounding rocks with grouting materials into continuous surrounding rock bodies with certain integrity and self-stability through a grouting technology, and then effective support measures are taken. The water-rich fine quicksand surrounding rock has extremely unstable structure due to the fact that fine particles of quicksand are very fine in particle size and water is blended, fine pores do not exist in the surrounding rock basically, pressure cannot be applied during grouting measures, and slurry cannot penetrate, diffuse and extrude into fine sand layers, so that filling and cementing effects on the fine sand surrounding rock cannot be achieved. Therefore, the grouting of the water-rich powder trickle sand layer is always a difficult problem at home and abroad.
Because the water-rich powder fine flow sand surrounding rock geology has larger mobility, difficult water-sand separation and extremely unstable surrounding rock structure, normal construction operation mechanical equipment cannot perform construction operation in the surrounding rock, and collapse and sand gushing accidents are easy to happen. When the complicated difficult geology is encountered in the underground engineering construction, the freezing method construction is a more successful technical measure.
However, the construction by the freezing method has the problems of high cost, complex process technology and the like. The freezing method is that liquid nitrogen freezes the whole water-rich fine sand flow layer at ultra-low temperature, the fine sand and water are frozen into the whole continuous surrounding rock, and then effective tunneling measures, effective supporting measures, effective water-proof and drainage measures and the like are adopted to pass through the water-rich fine sand flow layer. However, the liquid nitrogen freezing construction period is long, generally at least one month or more, and the construction operation needs to be driven at a very low temperature after the construction, so that the risk of freezing injury to a human body is little. Meanwhile, after the surrounding rock is gradually recovered in the later construction period, the movable water-rich powder fine flow sand layer is arranged inside the supporting structure, and local surrounding rock deformation and water leakage (sand gushing) safety accidents are easily caused by improper control of local surrounding rock.
The grouting consolidation technology is an effective treatment measure for general broken and incomplete surrounding rocks encountered in underground engineering, but for a water-rich flowing sand surrounding rock stratum, because the surrounding rock stratum is full of water, the slurry of the existing grouting consolidation technology cannot permeate and can not be effectively dispersed during grouting. That is to say, based on the existing grouting consolidation technology, the grouting liquid can not be pressed into or dispersed into the water-rich quicksand stratum through the grouting pressure to consolidate the ultrafine particle size granular particles of the water-rich quicksand, so that the water-rich quicksand stratum with certain fluidity can not be changed into a stable structure with certain self-stability and self-bearing performance.
Disclosure of Invention
Technical problem to be solved
In view of the defects and shortcomings of the prior art, the invention provides a grouting reinforcement process for water-rich flowing sand surrounding rocks in coal mine or tunnel engineering, which can replace a freezing method for construction, avoid various problems of the freezing method and solve the technical problems that the existing grouting consolidation technology is not suitable for the water-rich flowing sand surrounding rocks and cannot be well dispersed to form a self-stable and self-bearing stable structure.
(II) technical scheme
In order to achieve the purpose, the invention adopts the main technical scheme that:
a grouting reinforcement process for water-rich flowing sand surrounding rocks in coal mine or tunnel engineering comprises the steps of carrying out vacuum water pumping at a vacuum water pumping point in the water-rich powder flowing sand surrounding rocks, and simultaneously injecting chemical grouting slurry into the water-rich powder flowing sand surrounding rocks from the water pumping point until at least 50% of water in the water-rich powder flowing sand surrounding rocks is replaced by the chemical grouting slurry.
Preferably, the chemical grout comprises a non-aqueous reactive two-component polyurethane grout material or an acrylate grout material of ultra-low viscosity.
Preferably, the viscosity of the chemical grouting slurry is less than 10 mpa.s.
Preferably, the non-aqueous reaction type two-component polyurethane grouting material or the acrylate grouting material comprises the non-aqueous reaction type two-component polyurethane grouting material, the viscosity of the A component and the viscosity of the B component are both below 10mPa.s, the viscosity of the mixed slurry is also below 10mPa.s, and the setting time is adjusted by adding a certain catalyst according to the grouting condition on site. The acrylate grouting material consists of three components, namely a component A, a component B and a component C, wherein the viscosity of each component is less than 10mPa.s, the mixing viscosity is also less than 10mPa.s, and the setting time can be adjusted by the amount of the component C.
The A component of the ultra-low viscosity non-aqueous reaction type double-component polyurethane grouting material comprises low-viscosity polyether polyol, an organic metal catalyst, an auxiliary agent, such as single alcohol ether components or mixed components, such as propylene glycol monoethyl ether or ethylene glycol monoethyl ether; wherein the component B is composed of polymeric MDI, vegetable oil formate, diethylene glycol butyl ether acetate and the like.
The acrylate grouting material comprises a component A, a component B and a component C, wherein the component A consists of magnesium acrylate or calcium acrylate aqueous solution and an antioxidant; the component B is butyl acrylate or octyl acrylate aqueous solution and the like; the component C is inorganic peroxide solution, such as aqueous solution of copper sulfate peroxide, barium sulfate peroxide, calcium peroxide, magnesium peroxide, etc.
Preferably, the chemical grouting slurry is injected into the water-rich powder fine flow sand surrounding rock in a low-pressure slow injection mode, the grouting pressure is within 1MPa, and the grouting rate and the vacuum pumping rate are less than 10L/min.
Preferably, the vacuum pumping point and the grouting point are located in the water-rich flowing sand surrounding rock stratum to a depth of 1.5-3.5 meters.
Preferably, the vacuum pumping points and the grouting points are distributed on the same depth plane in the drift sand surrounding rock at intervals and in a mutually staggered mode.
The invention also discloses equipment for implementing any one grouting reinforcement process, which comprises a vacuum pumping assembly and a grouting assembly, wherein the vacuum pumping assembly comprises a pumping pipe connected with a vacuum pump and a water storage container, and the grouting assembly comprises a grouting pipe connected with a pressurizing spray gun and a grout storage container; the water pumping pipe and the grouting pipe comprise straight pipe sections of 1.5-3.5 meters, small holes are distributed in the front end of each straight pipe section within the range of 0.5-1 meter in length in the circumferential direction, and the hole diameter is 0.5-0.8 mm.
Preferably, a transparent pipe section is arranged between the straight pipe section and the water storage container.
Preferably, the vacuum pumping assembly and the grouting assembly respectively comprise a vacuum pumping flow adjusting device and a grouting flow adjusting device, and the grouting flow adjusting device is used for enabling the grouting flow to be matched with the vacuum pumping flow.
(III) advantageous effects
The invention has the technical effects that: by adopting a vacuum water pumping and low-pressure slow grouting technology, more than 50% of pore water in the water-rich powder fine quicksand is replaced by chemical grouting slurry with certain hydrophilicity, so that the slurry permeates, diffuses or is extruded into the water-rich powder fine quicksand surrounding rock, and the filling, cementing and consolidating effects on a water-rich powder fine quicksand layer are achieved, so that the water-rich powder fine quicksand surrounding rock has certain self-stability and self-bearing capacity, and the grouting area range and the grouting depth range do not collapse.
Drawings
FIG. 1 is a schematic diagram showing the distribution of pumping pipes and grouting pipes inserted into a water-rich silt layer in the process of the present invention;
FIG. 2 is a schematic structural view of a vacuum pumping assembly inserted into a water-rich silt layer;
fig. 3 is a schematic structural diagram of a water pumping pipe or a grouting pipe inserted into a water-rich silt layer.
Detailed Description
For the purpose of better explaining the present invention and to facilitate understanding, the present invention will be described in detail by way of specific embodiments with reference to the accompanying drawings.
The grouting reinforcement process of the water-rich fine quicksand surrounding rock in the preferred embodiment of the invention comprises the steps of performing vacuum water pumping on the quicksand surrounding rock at a plurality of set vacuum water pumping points, and simultaneously injecting chemical grouting grout into the water-rich fine quicksand surrounding rock from the plurality of set grouting points, wherein the grout is gradually diffused in the quicksand surrounding rock until at least 50% of water in the quicksand surrounding rock is replaced by the chemical grouting grout. Therefore, the water-rich flowing sand surrounding rock can achieve certain self-stability and self-bearing capacity.
The chemical grouting slurry comprises a non-aqueous reaction type bi-component polyurethane grouting material or an acrylate grouting material with ultralow viscosity (particularly the viscosity is less than 10mPa.s), and the setting time of the slurry is controllable. The non-aqueous reaction type double-component polyurethane grouting material or acrylate grouting material comprises the non-aqueous reaction type double-component polyurethane grouting material, the viscosity of the component A and the viscosity of the component B are both below 10mPa.s, the viscosity of mixed slurry is also below 10mPa.s, and the setting time is adjusted by adding a certain catalyst according to the grouting condition on site. The acrylate grouting material consists of three components, namely a component A, a component B and a component C, wherein the viscosity of each component is less than 10mPa.s, the mixing viscosity is also less than 10mPa.s, and the setting time can be adjusted by the amount of the component C. The wet consolidated sand strength of the slurry should be no less than 10MPa.
The chemical grouting slurry is injected into the water-rich powder fine flow sand surrounding rock in a low-pressure slow injection mode, the grouting pressure is within 1MPa, the grouting speed cannot be too high, water pumping and grouting are always in stable state balance, and the grouting speed and the vacuum water pumping speed are less than 10L/min. When a certain amount of water in the water-rich fine quicksand surrounding rock is pumped away and the loss of the water amount is not enough to cause the intermittence of the collapse of the quicksand surrounding rock, the slurry is supplemented in time to replace the pumped water to support the quicksand surrounding rock and solidify in the quicksand surrounding rock so as to solidify the silty sand body of the surrounding rock, thereby achieving certain self-stability and self-bearing capacity.
And (3) performing synergistic control on vacuum pumping and grouting, wherein the grouting pressure is controlled to be below 1MPa, and performing slow grouting, preferably completing the replacement within 8-10 hours. The vacuum pumping 'displacement method' grouting integrated technology needs to control the vacuum pumping flow and the grouting flow, wherein the vacuum pumping flow is about 2-3 times of the grouting flow and is proper.
Fig. 1 shows a schematic distribution diagram of water pumping pipes and grouting pipes in a grouting reinforcement process of water-rich fine flow sand surrounding rock according to a preferred embodiment of the invention. The water pumping pipe and the grouting pipe are at least inserted into the quicksand surrounding rock to a certain depth, so that the vacuum water pumping point and the grouting point are positioned in the water-rich silt layer to be 1.5-3.5 meters deep, and the transverse and longitudinal distances between the vacuum water pumping point and the grouting point are about 0.5 meter.
In the embodiment shown in fig. 1, when grouting reinforcement is performed on a certain range of drift sand surrounding rock, a plurality of water pumping pipes 1 and grouting pipes 2 can be inserted into the range at the same time, so that the vacuum water pumping points and the grouting points are distributed at intervals and in a staggered manner. Of course, in a case of small scope, only one grouting pipe 2 may be arranged and a plurality of pumping pipes 1, for example, four pumping pipes 1, may be arranged around the grouting pipe.
In order to implement the construction process, the invention also comprises a device for driving the grouting pipe and the water pumping pipe to work. The apparatus includes a vacuum pumping assembly 100 and a grouting assembly.
Fig. 2 shows the construction of the vacuum pumping assembly 100. The vacuum pumping assembly 100 includes one or more parallel pumping tubes 1 connected to a water storage container 108. The top of the water storage container 108 is connected with the vacuum pump 104 and the air suction pipe 106, a water discharge pipe 107 extending into the bottom of the tank is simultaneously installed in the water storage container 108, and the water discharge pipe 107 is connected to a water suction pump 105 so as to discharge collected water discharged from the water-rich silt layer into the water storage container at any time. The water discharge pipe of the water pump is directly connected to the site centralized water discharge pipe and is discharged to the environment without influencing the construction site for centralized environment-friendly treatment.
The grouting assembly comprises one or more parallel grouting pipes 2 connected with a pressurized spray gun and a slurry storage container.
As shown in figure 3, the water pumping pipe 1 or the grouting pipe 2 is a 4-minute or one-inch semi-seamless steel pipe, the wall thickness of the steel pipe is about 2 millimeters, the steel pipe comprises straight pipe sections of 1.5-3.5 meters, and the straight pipe sections are machined into sharp closed pointed ends at one ends of the water-rich silt layers by adopting a welding and special machining method, so that the steel pipe can be inserted into the water-rich silt layers by the depth of 1.5-3.5 meters under the action of external force. The front end of the straight pipe section is a hole distribution section 102 within the range of 0.5-1 meter in length, a plurality of small holes 101 are circumferentially distributed on the hole distribution section 102, and the hole diameter is 0.5-0.8 mm. The small holes are distributed in a three-flower-hole mode, and the hole spacing is about 20 mm. The other end of the steel pipe is provided with a thread connection buckle for facilitating the connection with other parts of the water pumping assembly or the grouting assembly. A plurality of small holes on each water pumping pipe 1 form the vacuum water pumping point; the plurality of small holes on each grouting pipe 2 together constitute one grouting point as described above.
In a preferred embodiment, the surface of the cloth hole section 102 is wrapped with a filter screen or cloth, such as geotextile, to prevent silt from inadvertently entering the pipe and causing blockage.
The vacuum pumping flow needs to be related to the water-rich condition of a concrete silt layer on site, and a water inlet flow meter is arranged at a water inlet of the pumping water storage tank so as to detect the vacuum pumping flow condition at any time. In a preferred embodiment, the vacuum pumping assembly comprises a vacuum pumping flow regulator. The vacuum pumping flow adjusting device can be an air inlet valve on the vacuum pumping pump, and the vacuum degree of the vacuum system is adjusted by operating the air inlet valve, so that the pumping efficiency and the vacuum pumping flow are adjusted.
In a preferred embodiment, the grouting assembly comprises a grouting flow adjusting device, and the grouting flow of the grouting pump is adjusted according to the determined vacuum pumping flow. The grouting flow adjusting device can be an operation speed adjusting device of a power system of a grouting pump, and the grouting flow of the pump is adjusted by controlling the operation speed of the power system (a pneumatic motor or a motor) of the grouting pump, so that the grouting flow is matched with the vacuum pumping flow.
In a preferred embodiment, at least one section of the main pipeline of the water pumping pipeline between the seamless steel pipe in the water-rich sand layer and the water storage container/slurry storage container comprises a transparent pipe, for example, a transparent fiber reinforced pressure-resistant plastic pipe, so that the state of water or liquid flowing in the pipe can be seen at any time. Therefore, the grouting amount and whether grouting liquid appears in the transparent plastic pipes connected to the water pumping pipes or not can be observed at any time, and the grouting liquid is dark in appearance color. If grouting slurry appears in the water pumping pipe, the grouting speed of the grouting pump needs to be controlled to reduce the grouting flow, so that the slurry can be slowly diffused in a sand layer and cannot be pumped away by vacuum to cause waste, and the grouting effectiveness is ensured.
Finally, it should be noted that: the above embodiments are only used to illustrate the technical solution of the present invention, and not to limit the same; while the invention has been described in detail and with reference to the foregoing embodiments, it will be understood by those skilled in the art that: the technical solutions described in the foregoing embodiments may still be modified, or some or all of the technical features may be equivalently replaced; and the modifications or the substitutions do not make the essence of the corresponding technical solutions depart from the scope of the technical solutions of the embodiments of the present invention.
Claims (10)
1. A grouting reinforcement process for water-rich flowing sand surrounding rocks in coal mine or tunnel engineering comprises the steps of carrying out vacuum water pumping at a vacuum water pumping point in the water-rich powder flowing sand surrounding rocks, and simultaneously injecting chemical grouting slurry into the water-rich powder flowing sand surrounding rocks from the grouting point until at least 50% of free water in the water-rich powder flowing sand surrounding rocks is replaced by the chemical grouting slurry.
2. The grouting reinforcement process of claim 1, wherein the chemical grouting fluid comprises an ultra-low viscosity non-aqueous reactive two-component polyurethane grouting material or an acrylate grouting material.
3. The grouting reinforcement process according to claim 2, wherein the viscosity of the chemical grouting slurry is less than 10 mpa.s.
4. The grouting reinforcement process according to claim 2, characterized in that a non-aqueous reactive two-component polyurethane grouting material or an acrylate grouting material.
5. The grouting reinforcement process according to claim 2, wherein the chemical grouting slurry is injected into the water-rich fine flow sand surrounding rock in a low-pressure slow injection mode, the grouting pressure is within 1MPa, and the grouting rate and the vacuum pumping rate are less than 10L/min.
6. The grouting reinforcement process according to claim 1, wherein the vacuum pumping point and the grouting point are located in the water-rich flowing sand-surrounded rock stratum at a depth of 1.5-3.5 meters.
7. The grouting reinforcement process according to claim 6, wherein the vacuum pumping points and the grouting points are distributed on the same depth plane in the quicksand surrounding rock at intervals and in a staggered manner.
8. An apparatus for implementing the grouting reinforcement process of any one of the preceding claims 1-7, characterized by comprising a vacuum pumping assembly and a grouting assembly, wherein the vacuum pumping assembly comprises a pumping pipe connected with a vacuum pump and a water storage container, and the grouting assembly comprises a grouting pipe connected with a pressurizing spray gun and a grout storage container; the water pumping pipe and the grouting pipe comprise straight pipe sections of 1.5-3.5 meters, small holes are distributed in the front end of each straight pipe section within the range of 0.5-1 meter in length in the circumferential direction, and the hole diameter is 0.5-0.8 mm.
9. The apparatus of claim 8, wherein the straight tube section and the water storage container include a transparent tube section therebetween.
10. The apparatus of claim 8, wherein the vacuum pumping assembly and the grouting assembly comprise a vacuum pumping flow regulating device and a grouting flow regulating device, respectively, for matching a grouting flow with a vacuum pumping flow.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210692727.5A CN115012953B (en) | 2022-06-17 | 2022-06-17 | Grouting reinforcement process and equipment for water-rich flowing sand surrounding rock in coal mine or tunnel engineering |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
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| CN103089280A (en) * | 2011-11-01 | 2013-05-08 | 北京市政建设集团有限责任公司 | Grouting water sealing and reinforcement construction process capable of realizing draining and plugging combined effect for underground water in tunnel |
| CN104452499A (en) * | 2014-11-18 | 2015-03-25 | 中国铁道科学研究院铁道建筑研究所 | Method for rapidly repairing open joint of cement-emulsified asphalt mortar of longitudinally-connected-plate type ballastless track |
| CN105178285A (en) * | 2015-06-05 | 2015-12-23 | 中南大学 | Method for widening grouting reinforcement and seepage and blockage prevention range of rock and soil |
| CN107060834A (en) * | 2017-06-26 | 2017-08-18 | 山东大学 | Grout injection control technique is oozed in drainage slowly under back rich water broken condition |
| CN110821498A (en) * | 2019-10-24 | 2020-02-21 | 山东大学 | Safe and rapid water plugging and reinforcing method in strong water-rich soft surrounding rock of operation tunnel |
| CN112459788A (en) * | 2020-12-09 | 2021-03-09 | 北京市政路桥股份有限公司 | Pre-reinforcing device and method for tunnel to pass through saturated sandy soil |
| CN113153307A (en) * | 2020-11-26 | 2021-07-23 | 西南交通大学 | Tunnel construction method suitable for water-rich fractured rock mass |
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|---|---|---|---|---|
| CN103089280A (en) * | 2011-11-01 | 2013-05-08 | 北京市政建设集团有限责任公司 | Grouting water sealing and reinforcement construction process capable of realizing draining and plugging combined effect for underground water in tunnel |
| CN104452499A (en) * | 2014-11-18 | 2015-03-25 | 中国铁道科学研究院铁道建筑研究所 | Method for rapidly repairing open joint of cement-emulsified asphalt mortar of longitudinally-connected-plate type ballastless track |
| CN105178285A (en) * | 2015-06-05 | 2015-12-23 | 中南大学 | Method for widening grouting reinforcement and seepage and blockage prevention range of rock and soil |
| CN107060834A (en) * | 2017-06-26 | 2017-08-18 | 山东大学 | Grout injection control technique is oozed in drainage slowly under back rich water broken condition |
| CN110821498A (en) * | 2019-10-24 | 2020-02-21 | 山东大学 | Safe and rapid water plugging and reinforcing method in strong water-rich soft surrounding rock of operation tunnel |
| CN113153307A (en) * | 2020-11-26 | 2021-07-23 | 西南交通大学 | Tunnel construction method suitable for water-rich fractured rock mass |
| CN112459788A (en) * | 2020-12-09 | 2021-03-09 | 北京市政路桥股份有限公司 | Pre-reinforcing device and method for tunnel to pass through saturated sandy soil |
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| CN115012953B (en) | 2023-06-02 |
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