CN113374484A - Construction method for controlling tunnel face stability of high-water-pressure water-rich stratum tunnel - Google Patents
Construction method for controlling tunnel face stability of high-water-pressure water-rich stratum tunnel Download PDFInfo
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- 239000011435 rock Substances 0.000 claims abstract description 26
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- 238000009412 basement excavation Methods 0.000 claims abstract description 8
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- 230000015572 biosynthetic process Effects 0.000 claims description 17
- 229910000831 Steel Inorganic materials 0.000 claims description 13
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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
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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
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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
- E21D9/003—Arrangement of measuring or indicating devices for use during driving of tunnels, e.g. for guiding machines
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21F—SAFETY DEVICES, TRANSPORT, FILLING-UP, RESCUE, VENTILATION, OR DRAINING IN OR OF MINES OR TUNNELS
- E21F16/00—Drainage
- E21F16/02—Drainage of tunnels
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Abstract
The invention discloses a construction method for controlling the stability of a tunnel face of a high-water-pressure water-rich stratum tunnel, which comprises the following steps: positioning a water-rich stratum, carrying out advanced geological forecast of a tunnel, exploring the water-rich stratum distribution condition and underground water occurrence characteristics of a front tunnel face, and determining the surrounding rock parameters of the water-rich stratum by combining a geological survey report and a field test; establishing a mechanical calculation model of the middle rock plate between the water-rich stratum and the front face, and calculating to ensure the safe distance between the water-rich stratum and the middle rock plate of the front faceLAccording to the safety distanceLDetermining the construction position of an advanced high-position drainage structure; arranging an advanced high-level drainage structure; monitoring the water inflow amount of the tunnel face, and when the water inflow amount is lower than a preset value, continuing tunnel excavation and applying a grouting ring and a grout stopping wall until the tunnel penetrates through a water-rich stratum; arranging a lining rear drainage system for constructionAnd (5) secondary lining. The method integrates detection and drainage, realizes remote drainage and depressurization and high-position drainage, ensures construction safety and stability, and has strong practicability.
Description
Technical Field
The invention belongs to the technical field of tunnel engineering construction, and particularly relates to a construction method for controlling the stability of a tunnel face of a high-water-pressure water-rich stratum tunnel.
Background
With the deep development of western major development strategies and the rapid development of national economy, more long and large tunnel projects can be built in the fields of railways, highways, hydropower, cross-basin water transfer, mineral resources and the like, and high-water-pressure rich water strata are commonly encountered in the tunnel building process, so that great challenges are brought to the tunnel construction safety and later-period operation.
In the construction process of a tunnel in a high-water-pressure stratum, due to the fact that the space environment is complex, the high water pressure and the excavation disturbance effect are strong, extrusion deformation of a tunnel face is easy to occur, even geological disasters such as water burst and mud burst are formed, and further tunnel surrounding rock instability is caused, a drainage and pressure reduction mode is adopted, high-pressure water stored in the stratum is released, potential energy is reduced, and the influence of water and soil pressure on the stability of the tunnel is reduced. The tunnel face pilot tunnel drainage adopted at present can cause a great amount of loss of filling materials among rock body fractures in a stratum, thereby seriously damaging the structural property of surrounding rocks and seriously reducing the self-stability capability of the surrounding rocks, particularly in unconsolidated high-water-pressure fault zone fracture zones, because fine particle loss is an important reason for causing the relaxation of the surrounding rocks. This is also one of the main causes of tunnel face failure and collapse. Therefore, finding an accurate, fast and efficient construction method for stabilizing the tunnel control face of the high-water-pressure water-rich stratum tunnel becomes a problem to be solved when a tunnel in a deep-buried long and large mountain ridge penetrates the high-water-pressure water-rich stratum.
Disclosure of Invention
The invention aims to provide a construction method for controlling the tunnel face stability of a high-water-pressure water-rich stratum by integrating detection and drainage, which realizes remote drainage and depressurization and high-level drainage, is simple to operate, is safe to construct and has strong practicability.
In order to achieve the technical purpose, the invention adopts the technical scheme that:
a construction method for controlling the stability of a tunnel face of a high-water-pressure water-rich stratum tunnel comprises the following specific implementation steps:
step S1: positioning a water-rich stratum: performing advanced geological forecast of the tunnel, exploring the distribution condition of the water-rich stratum in front of the tunnel face and the occurrence characteristics of underground water, and determining the surrounding rock parameters of the water-rich stratum by combining a geological survey report and a field test;
step S2: establishing a mechanical calculation model of the water-rich stratum and the middle rock plate of the front face, calculating a safety distance L between the water-rich stratum and the middle rock plate of the front face, and determining a construction position of the advanced high-level drainage structure according to the safety distance L;
step S3, arranging a leading high-level drainage structure when the tunnel face travels to the position determined in step S2;
step S4, monitoring the water inflow amount of the tunnel face, and when the water inflow amount is lower than a preset value, continuing tunnel excavation and constructing a grouting ring and a grout stopping wall;
step S5, repeating the step S4 until the water-rich stratum is crossed;
and S6, arranging a drainage system at the back of the lining, and constructing a secondary lining.
Preferably, in the step S1, the tunnel advance geological forecast is performed by combining hydrogeological survey, geophysical prospecting method and drilling method.
Further, in the step S2, the safe distance L is calculated according to the following formula (1):
in the formula: l-the length of the bedrock (m), i.e. the safe distance; d-tunnel hole diameter (m); sigma1-vertical pressure (Pa) of the water-rich formation against the bedrock at extreme equilibrium conditions; c-water-rich formation cohesion (Pa);
-water-rich formation friction angle (°); sigma'1-vertical earth pressure (Pa) at the rock formation; c' -cohesion (Pa) at the bedrock;
-friction angle at the bedrock (°); lambda' -lateral pressure coefficient at the rock plate.
Further, in the step S3, the specific method for arranging the advanced high-level drainage structure is as follows: and uniformly laying 7 drill holes to the front surrounding rock within the range of 120 degrees of the included angle of the excavation contour line of the arch part, enabling the drill holes to penetrate into the water-rich stratum, embedding the advanced drainage long guide pipe for high-position drainage, and welding and fixing the advanced drainage long guide pipe and the steel arch frame.
Preferably, in the specific method for arranging the advanced high-position drainage structure, the camber angle of the drill hole is 10-15 degrees, and the aperture phi is 60-70 mm.
Preferably, in the step S4, the predetermined value of the water inflow amount is 20L/min.
Further, the lining rear drainage system in step S6 includes a long advanced drainage conduit, a reducing three-way pipe and an annular drainage pipe, wherein a side through pipe of the reducing three-way pipe is perpendicular to and communicated with a straight through pipe, the side through pipe is a water inlet pipe, the straight through pipe is a water outlet pipe, and the water outlet ends on both sides are provided with annular grooves; the advanced drainage long guide pipe is connected with a side through pipe of the reducing three-way pipe through a flange plate group, the annular drainage pipe is connected with a straight through pipe of the reducing three-way pipe through a hoop, and the hoop is embedded into the annular groove.
Further, the pipe body of the advanced drainage long guide pipe is a seamless steel pipe, and the front end of the advanced drainage long guide pipe is a solid pointed conical head; multiple groups of annular water inlet holes are drilled on the pipe wall at intervals and are distributed in a staggered manner along the axial direction of the steel pipe.
Furthermore, a pipe hoop is welded to the rear part of the pipe body of the advanced drainage long guide pipe in a reinforcing steel bar welding mode, and the pipe hoop is a connecting component of the advanced drainage long guide pipe and the steel arch frame; no drilling is carried out on the pipe wall between the pipe hoop and the flange plate welded at the rear end part of the advanced drainage long guide pipe.
Compared with the prior art, the invention has the beneficial effects that:
1) the construction method for controlling the stability of the tunnel face of the high-water-pressure water-rich stratum integrates detection and drainage, obtains relevant rock-soil body parameters through geological survey data and super-strong geological forecast, obtains the safety distance through theoretical calculation, constructs an advanced high-level drainage structure at the position of the safety distance according to the calculation result, realizes remote drainage and depressurization and high-level drainage, can ensure the stability of the tunnel face under the condition of the high-water-pressure water-rich stratum in the whole construction process while meeting the economic benefit, is simple to operate, is safe to construct and has strong practicability.
2) By advanced high-level drainage, the invention can reduce the loss of stratum filling materials and protect the construction of the grouting ring while draining water.
3) The construction method of the advanced high-position drainage structure is simple, the advanced drainage long guide pipe is connected with the annular drainage pipe only in the normal construction process of the advanced guide pipe and the lining rear drainage system, the construction process is clear, and the implementation performance is high in the construction process of the high-water-pressure water-rich stratum tunnel.
Drawings
In order to more clearly illustrate the technical solutions of the embodiments of the present application, the drawings that are required to be used in the embodiments will be briefly described below, it should be understood that the following drawings only illustrate some embodiments of the present application and therefore should not be considered as limiting the scope, and for those skilled in the art, other related drawings can be obtained from the drawings without inventive effort.
FIG. 1 is a schematic diagram of a safe distance calculation model according to the present invention;
FIG. 2 is a schematic diagram of the construction of the tunnel away from the water-rich stratum according to the present invention;
FIG. 3 is a schematic view of a construction of advanced high-level drainage near a water-rich formation in tunnel construction;
FIG. 4 is a schematic view of a grouting ring and a grout stopping wall applied to a water-rich stratum in tunnel construction;
FIG. 5 is a schematic view of a secondary lining being applied to a water-rich ground layer during tunnel construction;
FIG. 6 is a schematic view of an advanced drainage long duct construction layout;
FIG. 7 is a schematic structural view of an advanced high-level drainage system used in tunnel construction;
FIG. 8 is a schematic structural diagram of the reducing tee (7);
the labels in the figures are: 1-advanced drainage long conduit, 2-water-rich stratum, 3-water level line, L-safety distance, 5-grouting ring, 6-grout stopping wall, 7-reducing tee pipe, 8-circumferential drainage pipe, 9-secondary lining, sigma 1' -vertical soil pressure, tau-bedrock resistance, sigma 3-lateral soil pressure and 10-solid pointed cone head; 11-water inlet holes; 12-a metal screen; 13-a pipe clamp; 14-annular trench.
Detailed Description
In order to make the objects, technical solutions and advantages of the embodiments of the present application clearer, the technical solutions in the embodiments of the present application will be clearly and completely described below with reference to the drawings in the embodiments of the present application, and it is obvious that the described embodiments are some embodiments of the present application, but not all embodiments. The components of the embodiments of the present application, generally described and illustrated in the figures herein, can be arranged and designed in a wide variety of different configurations.
The following detailed description of the embodiments of the present application, provided in the accompanying drawings, is not intended to limit the scope of the application, but is merely representative of preferred embodiments of the application. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present application.
In order to make the purpose, technical scheme and advantages of the invention more clearly understood, the construction method for controlling the tunnel face stability of the high-water-pressure water-rich stratum tunnel is further described in detail by taking the high-level drainage of the water-rich stratum of the new flat tunnel from Yuxi to Yuyin as an example and combining with the attached drawings. The specific implementation steps are as follows:
step S1: and (3) searching a water-rich stratum: accurately detecting the spatial position of the water-rich stratum, the distribution condition of underground water and a hydraulic supply path within the range of 100-200 m in front of the tunnel face of the tunnel by a geophysical prospecting method and a drilling method combined advanced geological forecasting method, and obtaining the water-rich stratum surrounding rock parameters by combining a geological survey report and a field test;
step S2: establishing a mechanical calculation model of the water-rich stratum and the middle rock plate of the front face, calculating to ensure that the safe distance L between the water-rich stratum and the middle rock plate of the front face is 28m, and determining to apply an advanced high-level drainage structure at the position 30-32 m in front of the water-rich stratum region according to the safe distance L;
the safe distance is the distance between the tunnel face and the critical tunnel face when the distance between the tunnel face and the critical tunnel face is smaller than a certain distance in the tunneling process, and the tunnel face can not bear the pressure of water and soil behind under the combined action of high water pressure and high ground stress, so that disasters such as collapse, water burst and mud burst can occur;
the safe distance L is obtained through mechanical balance conditions, the calculation formula is as shown in formula (1),
in the formula: l-the length of the bedrock (m), i.e. the safe distance; d-tunnel hole diameter (m); sigma1-vertical pressure (Pa) of the water-rich formation against the bedrock at extreme equilibrium conditions; c-water-rich formation cohesion (Pa);
-water-rich formation friction angle (°); sigma'1-vertical earth pressure (Pa) at the rock formation; c' -cohesion (Pa) at the bedrock;
-friction angle at bedrock (°): lambda' -lateral pressure coefficient at the bedrock;
step S3, arranging an advanced high-position drainage structure: when the tunnel is excavated to the position 30-32 m in front of the water-rich stratum region, 7 drill holes are uniformly distributed to the surrounding rock in the range of 120 degrees of included angle of arch excavation contour lines, and the construction layout of the advanced drainage long guide pipe 1 is shown in fig. 4-6: drilling a hole to penetrate into a water-rich stratum, and installing a long advanced drainage conduit 1 for high-level drainage; the outer inclination angle of the drill hole is 10-15 degrees, and the aperture phi is 60-70 mm; the tail part of the advanced drainage long conduit is welded on the erected steel arch frame;
step S4, monitoring the water inflow amount of the tunnel face, and when the water inflow amount is lower than 20L/min, continuing tunnel excavation and applying a grouting ring 5 and a grout stopping wall 6;
step S5, repeating the step S4 until the water-rich stratum is crossed;
step S6, arranging a lining rear drainage system, as shown in figure 7, connecting the advanced drainage long guide pipe 1 with a side through pipe of the reducing three-way pipe 7 through a flange plate group, connecting the annular drainage pipe 8 with a straight through pipe of the reducing three-way pipe 7 through a hoop, and constructing a secondary lining 9.
The lining rear drainage system comprises an advanced drainage long guide pipe 1, a reducing three-way pipe 7 and an annular drainage pipe 8, wherein the advanced drainage long guide pipe 1 is fixedly connected with a side through pipe of the reducing three-way pipe 7 through a flange plate group, and the annular drainage pipe 8 is connected with a straight through pipe of the reducing three-way pipe 7 through a hoop; the annular water discharge pipe 8 is fixedly connected with outlets on two sides of the straight pipe of the reducing three-way pipe 7.
The pipe body of the advanced drainage long conduit 1 in the embodiment is a steel pipe, the diameter is phi 55-65mm, the length is 6-8m, and the wall thickness of the pipe wall is 4-6 mm; the front end of the advanced drainage long conduit is a solid pointed conical head 10 with the length of 0.2 m; the water inlet holes 11 with the diameter of 10mm are annularly distributed on the surface of the pipe wall every 0.2m along the axial direction of the steel pipe, and the adjacent water inlet holes are distributed in a staggered way along the length of the steel pipe; a metal filter screen 12 with a standard mesh number of 30 meshes is arranged close to the inner wall of the pipe; the tail part of the pipe body is welded with a pipe hoop 13 by welding a reinforcing steel bar with the diameter of phi 6mm, and the pipe hoop is a connecting component of the advanced drainage long guide pipe and the steel arch frame; no hole is drilled on the pipe wall between the pipe hoop and the flange plate welded at the rear end part of the advanced drainage long guide pipe 1.
The front end of the advanced drainage long guide pipe is made into a solid pointed cone head, so that the stability and the laying efficiency of the guide pipe are guaranteed, and the process of laying the advanced drainage long guide pipe in the hole is more time-saving and labor-saving; the water inlet holes are distributed in an annular staggered manner, so that the water is drained as omnidirectionally as possible on the premise of ensuring the strength of the advanced drainage guide pipe, and the metal filter screen arranged on the inner wall of the pipe can prevent large-particle-size crushed stones from entering and blocking a drainage system behind the building.
The reducing three-way pipe 7 of the embodiment is composed of a side through pipe and a straight through pipe, wherein the side through pipe and the straight through pipe are perpendicular to each other and are communicated with each other. The side through pipe is a water inlet pipe, the length is 80mm, the pipe diameter is 55-65mm, the pipe wall thickness is 5mm, and a flange plate is welded at the end part of the side through pipe; the straight-through pipe is a water outlet pipe, the length of the straight-through pipe is 180mm, the pipe diameter is phi 50mm, the wall thickness of the pipe is 5mm, and an annular groove 14 with the width of 7.5mm is arranged at a position 25mm away from the end parts of water outlets at two sides.
The annular water drainage pipe 8 of the embodiment adopts a soft water permeable pipe with the pipe diameter phi of 60mm, is sleeved at two ends of a straight pipe of the reducing three-way pipe, and is fixedly connected with the reducing three-way pipe into a whole by a hoop which is embedded into an annular groove.
The advanced drainage long guide pipe and the reducing three-way pipe are connected with each other through a flange plate, bolt holes with the diameter phi of 22mm are arranged near four corners of the flange plate and are connected through bolts and nuts.
The construction method for controlling the stability of the tunnel face of the high-water-pressure water-rich stratum integrates detection and drainage, obtains relevant rock-soil body parameters through geological survey data and super-strong geological forecast, obtains a safety distance through theoretical calculation, constructs an advanced high-level drainage structure at the position of the safety distance according to the calculation result, realizes remote drainage and depressurization and high-level drainage, can ensure the stability of the tunnel face under the condition of the high-water-pressure water-rich stratum in the whole construction process while meeting the economic benefit, and avoids the problems of great economic loss, personnel injury and the like caused by disasters such as collapse, water inrush and mud outburst in the construction process.
By advanced high-level drainage, the invention can reduce the loss of stratum filling materials and protect the construction of the grouting ring while draining water; the construction method of the advanced high-position drainage structure is simple, the advanced drainage long guide pipe is connected with the annular drainage pipe through the reducing tee only in the normal construction process of the advanced guide pipe and the lining rear drainage system, the construction process is clear, and the practicability is high in the construction process of the high-water-pressure water-rich stratum tunnel.
The above description is only for the purpose of illustrating the preferred embodiments of the present invention and is not to be construed as limiting the invention, and any modifications, equivalents, improvements and the like that fall within the spirit and principle of the present invention are intended to be included therein.
Claims (10)
1. A construction method for controlling the stability of a tunnel face of a high-water-pressure water-rich stratum tunnel is characterized by comprising the following steps: the specific implementation steps comprise:
step S1: positioning a water-rich stratum (2), carrying out advanced geological forecast of a tunnel, exploring the distribution condition of the water-rich stratum and the occurrence characteristics of underground water on the front tunnel face, and determining the surrounding rock parameters of the water-rich stratum by combining a geological survey report and a field test;
step S2: establishing a mechanical calculation model of the water-rich stratum (2) and the middle rock plate of the front face, and calculating to ensure the safe distance between the water-rich stratum and the middle rock plate of the front faceLAccording to the safety distanceLConstruction of advanced high-level drainage structureA location;
step S3, arranging a leading high-position drainage structure when the front tunnel face advances to the position determined in the step S2;
step S4, monitoring the water inflow amount of the front tunnel face, and when the water inflow amount is lower than a preset value, continuing tunnel excavation and constructing a grouting ring (5) and a grout stopping wall (6);
step S5, repeating step S4 until the water-rich stratum (2) is crossed;
and step S6, arranging a lining rear drainage system and constructing a secondary lining (9).
2. The construction method for stabilizing the tunnel control tunnel face of the high-water-pressure water-rich formation according to claim 1, wherein the construction method comprises the following steps: and step S1, the advance geological forecast of the tunnel is carried out by adopting a method of combining hydrogeological survey, a geophysical prospecting method and a drilling method.
3. The construction method for stabilizing the tunnel control tunnel face of the high-water-pressure water-rich formation according to claim 1, wherein the construction method comprises the following steps: the safety distance in step S2LThe calculation formula of (a) is as follows:
in the formula:
the length of the bedrock, i.e. the safe distance;
a tunnel hole diameter;
the vertical pressure of the water-rich stratum to the rock at the limit equilibrium state;
water-rich formation cohesion;
water-rich formation friction angle;
vertical soil pressure at the bedrock;
cohesion force at the rock;
a rubbing angle at the bedrock;
lateral pressure coefficient at the rock plate.
4. The construction method for stabilizing the tunnel control tunnel face of the high-water-pressure water-rich formation according to claim 1, wherein the construction method comprises the following steps: the specific method for arranging the advanced high-position drainage structure in the step S3 is as follows: 7 drill holes are uniformly distributed to the front surrounding rock within the range of 120 degrees of the included angle of the excavation contour line of the arch part, the drill holes penetrate into the water-rich stratum (2), then the advanced drainage long guide pipe (1) is buried for high-position drainage, and the advanced drainage long guide pipe (1) is welded and fixed with the steel arch frame.
5. The construction method for stabilizing the tunnel control tunnel face of the high-water-pressure water-rich formation according to claim 4, wherein the construction method comprises the following steps: the drill hole camber angle is 10-15 degrees, and the aperture phi is 60-70 mm.
6. The construction method for stabilizing the tunnel control tunnel face of the high-water-pressure water-rich formation according to claim 1, wherein the construction method comprises the following steps: the predetermined value of the water inflow amount in step S4 is 20L/min.
7. The construction method for stabilizing the tunnel control tunnel face of the high-water-pressure water-rich formation according to claim 1, wherein the construction method comprises the following steps: the lining rear drainage system in the step S6 comprises an advanced drainage long guide pipe (1), a reducing three-way pipe (7) and an annular drainage pipe (8), wherein a side through pipe of the reducing three-way pipe (7) is perpendicular to and communicated with a straight through pipe, the side through pipe is a water inlet pipe, the straight through pipe is a water outlet pipe, and annular grooves (14) are arranged at the water outlet ends of two sides of the straight through pipe; the advanced drainage long guide pipe (1) is connected with a side through pipe of the reducing three-way pipe (7) through a flange plate group, the annular drainage pipe (8) is connected with a straight through pipe of the reducing three-way pipe (7) through a hoop, and the hoop is embedded into the annular groove (14).
8. The construction method for controlling the tunnel face stability of the high-water-pressure water-rich stratum tunnel according to claim 7, characterized in that: the pipe body of the advanced drainage long guide pipe (1) is a seamless steel pipe, and the front end of the advanced drainage long guide pipe is a solid pointed conical head (10); multiple groups of annular water inlet holes (11) are drilled on the pipe wall at intervals and are distributed in a staggered manner along the axial direction of the steel pipe.
9. The construction method for controlling the tunnel face stability of the high-water-pressure water-rich stratum tunnel according to claim 7, characterized in that: the advanced drainage long conduit (1) is provided with a metal filter screen (12) close to the inner wall of the conduit, and the standard mesh number of the metal filter screen (12) is 30 meshes.
10. The construction method for controlling the tunnel face stability of the high-water-pressure water-rich stratum tunnel according to claim 8, characterized in that: the rear part of the pipe body of the advanced drainage long guide pipe (1) is welded with a pipe hoop (13) by reinforcing steel bars in a welding mode, and the pipe hoop is a connecting component of the advanced drainage long guide pipe and a steel arch frame; no drilling is carried out on the pipe wall between the pipe hoop and the flange plate welded at the rear end part of the advanced drainage long guide pipe.
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN115859430A (en) * | 2022-12-01 | 2023-03-28 | 中铁二十三局集团有限公司 | Single-track railway tunnel reinforcement design and construction method suitable for water-rich soft rock |
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| CN115859430B (en) * | 2022-12-01 | 2024-05-07 | 中铁二十三局集团有限公司 | Reinforced design and construction method suitable for water-rich soft rock single-track railway tunnel |
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