CN112282766B - Treatment method for surface collapse pit caused by sudden water burst of tunnel - Google Patents
Treatment method for surface collapse pit caused by sudden water burst of tunnel Download PDFInfo
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- CN112282766B CN112282766B CN202011123020.XA CN202011123020A CN112282766B CN 112282766 B CN112282766 B CN 112282766B CN 202011123020 A CN202011123020 A CN 202011123020A CN 112282766 B CN112282766 B CN 112282766B
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- E—FIXED CONSTRUCTIONS
- E21—EARTH 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
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21B—EARTH DRILLING, e.g. DEEP DRILLING; OBTAINING OIL, GAS, WATER, SOLUBLE OR MELTABLE MATERIALS OR A SLURRY OF MINERALS FROM WELLS
- E21B33/00—Sealing or packing boreholes or wells
- E21B33/10—Sealing or packing boreholes or wells in the borehole
- E21B33/13—Methods or devices for cementing, for plugging holes, crevices, or the like
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21B—EARTH DRILLING, e.g. DEEP DRILLING; OBTAINING OIL, GAS, WATER, SOLUBLE OR MELTABLE MATERIALS OR A SLURRY OF MINERALS FROM WELLS
- E21B7/00—Special methods or apparatus for drilling
- E21B7/04—Directional drilling
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- E—FIXED CONSTRUCTIONS
- E21—EARTH 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
Abstract
The invention provides a method for treating ground surface collapsed pits caused by tunnel gushing water, belonging to the technical field of collapsed pit treatment. The method is used for treating the mountain top ground surface collapsed pit caused by the sudden water burst of the tunnel, can effectively solve the safety of the ground surface collapsed pit on the construction and operation of the tunnel, can treat the tunnel from multiple aspects, furthest reduces the adverse effect of the collapsed pit on the surrounding rock of the tunnel, and ensures the normal operation of the tunnel after the sudden water burst disaster is treated.
Description
Technical Field
The invention belongs to the technical field of pit collapse treatment, and particularly relates to a treatment method for a pit collapse on the ground surface caused by sudden water (mud) burst disasters of an underground project.
Background
The tunnel and the underground engineering construction process often take place suddenly the calamity of gushing water, and continuous extensive gushing water calamity very easily causes the earth's surface above the tunnel to take place to cave in, destroys ecological environment, influences tunnel construction and operation safety, if not administering the hole of collapsing, can cause the hole of collapsing scope bigger and bigger, and surface water and atmospheric precipitation get into and carry a large amount of silt to tunnel country rock influence within range, consequently, must administer the hole of collapsing effectively, prevent that atmospheric precipitation and surface water from threatening tunnel country rock performance through the hole of collapsing. At present, the main treatment method is to carry out grouting on rock and soil bodies around collapsed pits or arrange drainage ditches, the method is single, the prevention and treatment effects on surface water and the like entering a tunnel through the collapsed pits are poor, if the collapsed pits are not treated properly, water can permeate into an underground mining area to form unnatural water, and the treatment effect on sudden water gushing of the tunnel is seriously influenced. Therefore, the treatment of the mountain top collapse pit caused by the burst water of the tunnel and the underground engineering becomes a problem which needs to be solved.
Disclosure of Invention
In order to solve the defects in the prior art, the invention provides a method for treating the collapse of the tunnel water inrush ground surface, which can treat the collapse of the mountain top ground surface caused by the water inrush (mud) of the tunnel and the underground engineering, can effectively solve the mutual adverse influence between the tunnel water inrush and the collapse, improves the disaster treatment efficiency, ensures the long-term operation safety of the tunnel, and is particularly suitable for treating the collapse of the mountain top caused by the water inrush and mud inrush disasters of the mountain tunnel.
In order to achieve the purpose, the invention adopts the following technical scheme:
a treatment method for a tunnel gushing water ground surface collapse pit comprises the following steps:
(1) Construction of pit bottom permeation-resistant layer
Drilling a hole at the top of a mountain until the bottom of the collapsed pit is 2-5m below the hole, and pouring cement paste by using a geological casing to form a pit bottom seepage-resistant layer, wherein the thickness of the seepage-resistant layer is about 2m, and the diameter of the casing is 108mm;
(2) Collapse pit backfilling
After the tunnel lining is constructed and the design strength is reached, backfilling is carried out by adopting a layered compaction method, the layered thickness is set to be 2m-3m according to the soil quality, and geogrids are used for separating and supporting every two layers of layers, so that the disturbance effect of backfilled soil on rock and soil mass within the influence range of tunnel disasters is reduced;
(3) Surface treatment
Isolating a collapsed pit range by using a billboard, removing peripheral sundries, performing anchor spraying and grouting protection on the ground surface, fully covering a pit opening by using a baffle, covering soil above the baffle for planting vegetation, and arranging a catch drain around the collapsed pit;
(4) Water cut-off in the hole
Intercepting the ascertained water containing and guiding channel, using a crawler-type drilling machine to construct a water intercepting grouting hole, adjusting grouting amount and grouting pressure according to the exposed water inflow amount at different depths in the drilling construction process, and plugging the water containing and guiding channel;
(5) Drainage in the hole
And arranging a drainage pipe in a non-intercepting area around a built curtain reinforcing ring of the tunnel, and conducting underground water circulation after the underground water is drained to a drainage system in the tunnel, wherein parameters such as length, elevation, position, inclination angle and the like of the drainage pipe need to be designed, and the parameters of the drainage pipe need to meet the actual drainage requirement of a specific project.
On the basis of the technical scheme, the specific operation process of the step (1) is as follows:
1) Drilling holes from the periphery of the collapsed pit to the bottom of the middle pit in the closing direction by adopting two drilling machines, wherein the final hole position of the drilled hole is 2-5m below the deepest position of the collapsed pit, and the diameter of the drilled hole is 108mm;
2) And drilling holes in a three-sequence jumping hole mode, wherein the first-sequence holes are used for analyzing the properties of a rock-soil body at the bottom of a pit and grouting reinforcement, the second-sequence holes are used for key grouting at the position of the rock-soil body with poor properties, the third-sequence holes are used for effect inspection and supplementary grouting of the first two-sequence holes, the first-sequence grouting is completed by arranging holes in a quincunx of 3m and then the grouting of the rest drill holes is completed by arranging the quincunx of 3m to form a cement slurry permeation-resistant layer with the thickness of about 2 m.
On the basis of the technical scheme, the specific operation process of the step (2) is as follows:
1) Adopting a layered backfill method to fill collapsed pits, calculating backfill load according to physical and mechanical characteristics such as density and compactness of backfill materials, determining the load borne by the top of the tunnel, and obtaining the filling thickness of layered backfill soil;
2) In the backfilling process, the geogrid is used for separating and supporting to reduce the damage effect of the backfilling material on the tunnel and the surrounding rock structure, clay is used for backfilling at the position 1m away from the ground surface, the backfilling height is 0.5m higher than the original surface, and the backfilling material is placed for 7-10 days to naturally settle.
On the basis of the technical scheme, the specific operation process of the step (3) is as follows:
1) After the backfill materials are settled, the backfill ground surface is sealed by spraying concrete with a reinforcing steel bar with the thickness of 20-30cm, a reinforcing mesh adopts a phi 8 reinforcing steel bar, the grid interval is 20cm multiplied by 20cm, a waterproof coiled material is paved on the concrete surface layer, the ground surface soil with the thickness of 20-30cm is paved on the waterproof coiled material, vegetation is planted, a slope of 3% -5% is formed to prevent rainwater from collecting collapse pits, and the ground surface cracks are sealed by clay and cement mortar at the ground surface subsidence and cracks;
2) The method comprises the following steps of arranging monitoring points 11 on the earth surface, wherein the specific arrangement method is that a plurality of monitoring points 11 are arranged in the area of the tunnel top, and the interval between every two adjacent monitoring points 11 is 1m; arranging a plurality of monitoring points 11 in a non-tunnel top area of the tunnel, wherein the distance between every two adjacent monitoring points 11 is 2-3m; analyzing the result in time, and guiding the construction in the hole according to the monitoring condition;
3) Excavating a catch drain 5-10m away from the periphery of the collapsed pit, wherein the section size of the catch drain is determined according to the annual average precipitation of the area where the tunnel is located, and the surface runoff is prevented from scouring soil around the collapsed pit after rain; the cross-sectional dimension (width x height) of the intercepting drain is 0.5m × 0.5m or 0.8m × 0.5m.
On the basis of the technical scheme, the specific operation process of the step (4) is as follows:
according to the distance and the type of the position of the water containing and guiding channel, a crawler-type drilling machine with a proper drill bit is selected to drill a hole, the water inflow and the water pressure are observed in the drilling process, the distance between the drilling position and the channel is judged, the drilling speed is slowed down when the distance is relatively short (3-5 m), and low-pressure grouting is carried out, wherein the pressure is generally 0.5-2MPa. After the water containing and guiding channel is exposed, the grouting pressure is converted into medium-high pressure grouting according to the exposed water inflow condition, the grouting pressure is adjusted between 2MPa and 6MPa, and the water containing and guiding channel is mainly plugged; the type of the water containing and guiding channel is one of a pipeline type or a fissure type, and the drill bit can select one of phi 146 or phi 108 according to the type of the water containing and guiding channel.
On the basis of the technical scheme, the specific operation process of the step (5) is as follows:
1) A drilling machine is used as a water leading and discharging hole, the water leading and discharging pipe adopts a phi 89-phi 108 steel pipe, and the water inlet end is wrapped by a short column water filtering bullet formed by gravel and coarse sand wrapped by geotextile;
2) The longitudinal distance between the water guiding and discharging pipes is 5-7m, the length of the water guiding and discharging pipes exceeds the grouting reinforcement ring by 1-2m, or yellow mud is found in drilled holes; the water outlets of the steel pipes are arranged at the arch waist and the arch shoulder and are symmetrically arranged left and right, the drainage pipe at the arch shoulder leads the underground water at the periphery of the reinforcing ring with the high water level or more into the drainage system, and the drainage pipe at the arch waist leads the underground water with the low water level and part of the underground water with the high water level into the drainage system;
3) Filling a gap between the drainage pipe and the grouting reinforcement ring by using high-concentration cement single-liquid slurry or double-liquid slurry with a water-cement ratio of 0.5-0.8; the water outlet of the water leading and draining pipe is flush with the primary support interface of the tunnel, a valve is reserved, the water outlet is in an open state at ordinary times, and the water outlet is wrapped by the reverse filter geotextile.
Compared with the prior art, the invention has the beneficial effects that: the method is formed by combining various measures, has better operability and applicability, and can effectively treat the collapsed pit.
Drawings
FIG. 1 is a schematic view of pit collapse surface treatment;
FIG. 2 is a schematic view of the treatment in the tunnel hole at the collapsed pit.
Illustration of the drawings:
1 drilling, 2 impervious layers, 3 fly ash, 4 geogrids, 5 clay, 6 cement mortar, 7 steel bar shotcrete, 8 waterproof coiled materials, 9 surface soil, 10 gradients (5%), 11 monitoring points, 12 intercepting ditches, 13 drainage holes, 14 drainage pipes, 15 grouting reinforcement rings, 16 water outlets and 17 tunnel primary support interfaces.
Detailed Description
Terms used in the present invention have generally meanings as commonly understood by one of ordinary skill in the art, unless otherwise specified.
The present invention will be described in further detail with reference to the following data in conjunction with specific examples. The following examples are intended to illustrate the invention and are not intended to limit the scope of the invention in any way.
As shown in fig. 1, taking the treatment of collapse of mountain top surface of a Jiangxi Yonglian tunnel as an example, the implementation process is as follows:
(1) Construction of pit bottom permeation-resistant layer
1) Two drilling machines are used for drilling a hole 1 from the periphery of the collapsed pit to the middle part, the final hole position of the hole 1 is 3m below the deepest position of the collapsed pit, and the diameter of the hole 1 is phi 108.
2) The drilling 1 is implemented in a three-sequence hole jumping mode, a first-sequence hole is used for analyzing the properties of a rock-soil body at the bottom of a pit and reinforcing grouting, a second-sequence hole is used for key grouting at a position of the rock-soil body with poor properties, a third-sequence hole is used for effect inspection and supplementary grouting of the first two-sequence hole, the first-sequence grouting is completed through 3m multiplied by 3m quincunx hole arrangement, the residual drilling grouting is completed through 3m multiplied by 3m quincunx hole arrangement, and a cement slurry seepage-resistant layer 2 with the thickness of 3m is formed.
(2) Collapse pit backfilling
1) Filling collapsed pits by adopting a layered backfilling method, wherein backfill materials are selected from fly ash 3 and clay 5, and the layered thickness of the fly ash is 3m according to load calculation (by using a foundation bearing capacity calculation method).
2) And backfilling two layers of fly ash 3 every time, supporting the fly ash by adopting a geogrid 4 for separation, backfilling the fly ash to a position 1m away from the ground surface by adopting clay 5, wherein the backfilling height is 0.5m higher than the original surface, and standing for 7-10 days for natural sedimentation of backfilling materials.
(3) Surface treatment
1) After settlement is finished, M10 cement mortar 6 is laid above the clay 5, concrete 7 is sprayed on the cement mortar 6 to form a reinforcing steel bar with the thickness of 30cm for sealing, a reinforcing mesh adopts phi 8 reinforcing steel bars, the grid interval is 20 multiplied by 20cm, a waterproof coiled material 8 is laid on the surface layer of the concrete 7, surface soil 9 with the thickness of 30cm is laid on the waterproof coiled material 8, vegetation is planted, 5% of slope 10 is formed to prevent rainwater from collecting collapse pits, and surface cracks are sealed by the clay and the cement mortar at surface subsidence and cracks.
2) Arranging monitoring points 11 on the ground surface, wherein the specific arrangement method is that a plurality of monitoring points 11 are arranged in the area of the tunnel top, and the interval between every two adjacent monitoring points 11 is 1m; arranging a plurality of monitoring points 11 in a non-tunnel top area of the tunnel, wherein the distance between every two adjacent monitoring points 11 is 2-3m;
3) And digging a catch drain 12 outside 5m of the periphery of the collapsed pit in the ascending direction, wherein the cross section of the catch drain 12 is determined to be wide and tall =0.5m multiplied by 0.5m.
(4) Water cut-off in the hole
The water containing and guiding channel is of a fracture type and is relatively far away from the tunnel, the crawler-type drilling machine uses a phi 108 drill bit to drill a hole 13, the water inflow amount and the water pressure are observed in the drilling process, the distance between the position of the hole 13 and the channel is judged, the drilling speed is slowed down when the distance is about 3m, low-pressure grouting is carried out, and the grouting pressure is 1.5MPa. After the water containing and guiding channel is exposed, the grouting pressure is converted into medium-high pressure grouting according to the exposed water inflow condition, and the grouting pressure is 5MPa.
(5) Drainage in the hole
1) A drilling machine is used as a water leading and discharging hole 13, a water leading and discharging pipe 14 is inserted into the water leading and discharging hole 13, the water leading and discharging pipe 14 is a phi 108 steel pipe, and the water inlet end of the water leading and discharging pipe 14 is wrapped by a short column water filtering bullet formed by gravel and coarse sand wrapped by geotextile;
2) The drainage pipes 14 are longitudinally spaced by 5m and have a length exceeding the outer surface of the grouting reinforcement ring 15 by 1m. The water outlets 16 of the drainage pipes 14 are arranged at the arch waist and the arch shoulder and are symmetrically arranged left and right, the drainage pipes at the arch shoulder lead the groundwater with the water level above the high water level at the periphery of the grouting reinforcing ring 15 into the drainage system, and the drainage pipes at the arch waist lead the groundwater with the low water level and part of the groundwater with the high water level into the drainage system;
3) And filling a gap between the drainage pipe 14 and the grouting reinforcement ring 15 by using high-concentration cement single-liquid slurry with a water-cement ratio of 0.8. The water outlet 16 of the water guiding and discharging pipe 14 is flush with the primary support interface 17 of the tunnel, a valve is reserved, the water outlet 16 is in an open state at ordinary times, and the water outlet 16 is wrapped by the anti-filtration geotextile.
The foregoing is directed to preferred embodiments of the present invention, other and further embodiments of the invention may be devised without departing from the basic scope thereof, and the scope thereof is determined by the claims that follow. However, any simple modification, equivalent change and modification of the above embodiments according to the technical essence of the present invention are within the protection scope of the technical solution of the present invention.
Claims (7)
1. A method for treating a ground surface collapse pit caused by sudden water burst of a tunnel is characterized by comprising the following steps:
(1) Construction of pit bottom permeation-resistant layer
Drilling a hole at the top of the mountain until the bottom of the collapsed pit is 2-5m below the hole, and pouring cement paste by using a geological sleeve to form a pit bottom seepage-resistant layer;
(2) Collapse pit backfilling
After the tunnel lining is constructed and the design strength is reached, backfilling is carried out by adopting a layered compaction method, the layered thickness is set to be 2-3m according to the soil quality, and geogrids are adopted to separate and support every two layers, so that the disturbance effect of backfilled soil on rock and soil mass within the influence range of tunnel disasters is reduced;
(3) Surface treatment
Isolating a collapsed pit range by using a billboard, removing peripheral sundries, performing anchor spraying and grouting protection on the ground surface, fully covering a pit opening by using a baffle, covering soil above the baffle for planting vegetation, and arranging a catch drain around the collapsed pit;
(4) Water cut-off in the hole
Intercepting the ascertained water containing and guiding channel, using a crawler-type drilling machine to construct a water intercepting grouting hole, adjusting grouting amount and grouting pressure according to the exposed water inflow amount at different depths in the drilling construction process, and plugging the water containing and guiding channel;
(5) Drainage in the hole
Arranging a drainage pipe in a non-intercepting area around a built curtain reinforcing ring of a tunnel, and conducting underground water circulation after the underground water is drained to a drainage system in the tunnel, wherein the length, elevation, position and inclination angle parameters of the drainage pipe need to be designed, and the parameters of the drainage pipe need to meet the actual drainage quantity requirement of a specific project;
the specific method of the step (1) is as follows:
1) Drilling holes from the periphery of the collapsed pit to the bottom of the middle pit in the closing direction by adopting two drilling machines, wherein the final hole position of the drilled hole is 2-5m below the deepest position of the collapsed pit, and the diameter of the drilled hole is 108mm;
2) Drilling is carried out in a three-sequence hole jumping mode, a first-sequence hole is used for analyzing the properties of a rock-soil body at the bottom of a pit and reinforcing grouting, a second-sequence hole is used for key grouting at a position of the rock-soil body with poor properties, a third-sequence hole is used for effect inspection and supplementary grouting of the first two-sequence hole, the first-sequence grouting is completed by arranging holes in a quincunx of 3m, then the residual drilling and grouting are completed by arranging the quincunx of 3m, and a cement slurry seepage-resistant layer with the thickness of 2m is formed;
the specific method of the step (2) is as follows:
1) Adopting a layered backfill method to fill collapsed pits, calculating backfill load according to the physical and mechanical characteristics of density and compactness of backfill materials, determining the load borne by the top of the tunnel, and obtaining the filling thickness of layered backfill soil;
2) In the backfilling process, the geogrid is used for separating and supporting to reduce the damage effect of the backfilling material on the tunnel and the surrounding rock structure, clay is used for backfilling at the position of 1m away from the ground surface, the backfilling height is 0.5m higher than the original surface, the earth is placed for 7-10 days, and the backfilling material is naturally settled;
the specific method of the step (3) is as follows:
1) After the backfill material is settled, the backfill ground surface is sealed by spraying concrete with a reinforcing steel bar with the thickness of 20-30cm, a reinforcing mesh adopts a phi 8 reinforcing steel bar, the grid interval is 20cm multiplied by 20cm, a waterproof coiled material is paved on the concrete surface layer, the ground surface soil with the thickness of 20-30cm is paved on the waterproof coiled material, vegetation is planted, a 3-5% slope is formed to prevent rainwater from collecting and collapsing pits, and clay and cement mortar are used for sealing ground surface cracks at ground surface subsidence and cracks;
2) The method comprises the following steps of arranging monitoring points 11 on the earth surface, wherein the specific arrangement method is that a plurality of monitoring points 11 are arranged in the area of the tunnel top, and the interval between every two adjacent monitoring points 11 is 1m; arranging a plurality of monitoring points 11 in a non-tunnel top area of the tunnel, wherein the distance between every two adjacent monitoring points 11 is 2-3m; analyzing the result in time, and guiding the construction in the hole according to the monitoring condition;
3) And excavating a catch drain 5-10m away from the periphery of the collapsed pit, wherein the section size of the catch drain is determined according to the annual average precipitation of the area where the tunnel is located, and the surface runoff is prevented from scouring soil around the collapsed pit after rain.
2. The method for treating surface collapse caused by water inrush from tunnels according to claim 1, wherein in the step (1), the thickness of the permeation-resisting layer is 2m, and the diameter of the casing is 108mm.
3. The method of claim 1, wherein the slope is 5% and the intercepting drain cross-sectional dimension is one of 0.5m x 0.5m or 0.8m x 0.5m wide and high.
4. The method for treating the ground surface collapse caused by the tunnel inrush water as claimed in claim 1, wherein the concrete method of the step (4) is as follows:
according to the position distance and the type of the water containing and guiding channel, a crawler-type drilling machine with a proper drill bit is selected to drill a hole, the water inflow and the water pressure are observed in the drilling process, the distance between the drilling position and the channel is judged, the drilling speed is slowed down when the distance is 3-5m, and low-pressure grouting is carried out, wherein the grouting pressure is 0.5-2MPa; after the water containing and guiding channel is exposed, the grouting pressure is converted into medium-high pressure grouting according to the exposed water inflow condition, the grouting pressure is adjusted between 2MPa and 6MPa, and the main water containing and guiding channel is blocked.
5. The method for treating the ground surface collapse caused by the tunnel gushing water, according to claim 4, wherein the type of the water containing and guiding channel is one of a pipeline type and a fissure type, and the drill bit is selected from one of phi 146 and phi 108 according to the type of the water containing and guiding channel.
6. The treatment method for the ground surface collapse caused by the tunnel gushing water, as claimed in claim 1, wherein the concrete method of the step (5) is as follows:
1) A drilling machine is used as a drainage hole, a drainage pipe is inserted into the drainage hole, the drainage pipe is made of phi 89-phi 108 steel pipes, and the water inlet end of the drainage pipe is wrapped by a short column water filtering bullet which is made of gravel and coarse sand wrapped by geotextile;
2) The longitudinal distance between the water guiding and discharging pipes is 5-7m, and the length of the water guiding and discharging pipes exceeds the outer surface of the grouting reinforcing ring by 1-2m; the water outlets of the drainage pipes are arranged at the arch waist and the arch shoulder and are symmetrically arranged left and right, the drainage pipe at the arch shoulder leads the underground water at the periphery of the grouting reinforcement ring with the water level higher than the high water level into the drainage system, and the drainage pipe at the arch waist leads the underground water with the low water level and part of the high water level into the drainage system;
3) Filling a gap between the drainage pipe 14 and the grouting reinforcement ring by using high-concentration cement single-liquid slurry or double-liquid slurry with a water-cement ratio of 0.5-0.8; the water outlet of the water leading and draining pipe is flush with the primary support interface of the tunnel, a valve is arranged, the water outlet is in an open state at ordinary times, and the water outlet is wrapped by the reverse filter geotextile.
7. The method for treating the ground surface collapse caused by the tunnel inrush water as claimed in claim 6, wherein the water guiding and discharging pipe is a phi 108 steel pipe, and the water-cement ratio is 0.8.
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| CN103821544B (en) * | 2014-02-28 | 2016-04-06 | 山东大学 | Tunneling and underground engineering high-pressure high-flow is dashed forward Water outburst treatment method |
| CN105041345B (en) * | 2015-08-18 | 2016-04-06 | 山东大学 | Dash forward water burst life cycle management administering method in a kind of tunnel |
| CN108316948B (en) * | 2018-02-01 | 2019-05-17 | 山东交通学院 | A kind of rich water soft stratum gushing water is dashed forward the Grouting method after mud |
| CN110748350A (en) * | 2019-10-28 | 2020-02-04 | 中国石油大学(华东) | Method for quickly treating collapse of urban subway tunnel passing through water-rich sand layer section |
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