CN108286442B - Excavation method suitable for -time rapid sealing and ring forming of two steps of weak surrounding rock tunnel - Google Patents
Excavation method suitable for -time rapid sealing and ring forming of two steps of weak surrounding rock tunnel Download PDFInfo
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- CN108286442B CN108286442B CN201810015452.5A CN201810015452A CN108286442B CN 108286442 B CN108286442 B CN 108286442B CN 201810015452 A CN201810015452 A CN 201810015452A CN 108286442 B CN108286442 B CN 108286442B
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- 238000009412 basement excavation Methods 0.000 title claims abstract description 87
- 238000000034 method Methods 0.000 title claims abstract description 51
- 239000011435 rock Substances 0.000 title claims abstract description 50
- 238000007789 sealing Methods 0.000 title claims description 4
- 238000010276 construction Methods 0.000 claims description 49
- 229910000831 Steel Inorganic materials 0.000 claims description 14
- 239000010959 steel Substances 0.000 claims description 14
- 238000005507 spraying Methods 0.000 claims description 7
- 238000005266 casting Methods 0.000 claims description 6
- 230000003014 reinforcing effect Effects 0.000 claims description 5
- 125000004122 cyclic group Chemical group 0.000 claims description 4
- 238000004140 cleaning Methods 0.000 claims description 3
- 238000010719 annulation reaction Methods 0.000 claims 1
- 238000007363 ring formation reaction Methods 0.000 abstract description 6
- 230000002787 reinforcement Effects 0.000 abstract description 3
- 230000008569 process Effects 0.000 description 5
- 238000005422 blasting Methods 0.000 description 4
- 230000004048 modification Effects 0.000 description 2
- 238000012986 modification Methods 0.000 description 2
- 230000008859 change Effects 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 230000006872 improvement Effects 0.000 description 1
- 238000005065 mining Methods 0.000 description 1
- 230000001681 protective effect Effects 0.000 description 1
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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
- E21D9/14—Layout of tunnels or galleries; Constructional features of tunnels or galleries, not otherwise provided for, e.g. portals, day-light attenuation at tunnel openings
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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
-
- 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
- E21D11/14—Lining predominantly with metal
- E21D11/18—Arch members ; Network made of arch members ; Ring elements; Polygon elements; Polygon elements inside arches
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D20/00—Setting anchoring-bolts
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- General Life Sciences & Earth Sciences (AREA)
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- Geology (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Environmental & Geological Engineering (AREA)
- Lining And Supports For Tunnels (AREA)
Abstract
The invention discloses an excavation method suitable for times of rapid closed ring formation of two steps of a weak surrounding rock tunnel, wherein the two steps of the tunnel comprise an upper step, a lower step and an inverted arch, the excavation method comprises the steps of conducting advanced geological forecast on the surrounding rock in front of a tunnel face of the tunnel and obtaining a geological forecast result, conducting pre-grouting reinforcement on the surrounding rock in front of the tunnel face based on the geological forecast result, excavating the tunnel face along an excavation outline of the tunnel according to an upper step excavation circulating advancing rule, conducting tunnel face concrete closing and preliminary bracing on the upper step while excavating until an upper step with a preset length is formed, laying a trestle, excavating a slope at the joint of the tail end of the upper step and the trestle to build the trestle, excavating pits of the lower step and the inverted arch according to the lower step excavation circulating advancing rule, conducting preliminary bracing on the lower step simultaneously until the preliminary bracing of the upper step and the lower step are formed into a ring, and conducting the method circularly until the excavation of the two steps of the tunnel is completed.
Description
Technical Field
The invention relates to the technical field of tunnel construction, in particular to an excavation method suitable for times of quick closed ring formation of two steps of a weak surrounding rock tunnel.
Background
With the continuous improvement of the national strength, the national construction strength of the infrastructure is continuously increased. Because the address conditions in China are complex and various, bridging and road repairing are required to be carried out under various road conditions, particularly in the south, due to the terrain, landforms of various mountains or hills exist, and at the moment, the bridging and road repairing are required to be continued, for example, the tunnel excavation is required to be carried out during railway construction.
In the technical field of tunnel construction, various mature tunnel construction methods have appeared, such as an arch-first-wall-later-method, a funnel-canopy-frame-later-method, a step-method, a full-section-method, an upper-lower pilot pit-first-wall-later-arch-method, a mushroom-shape-method, a side-wall pilot pit-first-wall-later-arch-method, blasting excavation, a mining method, and the like, among the excavation methods of a railway section weak surrounding rock tunnel, a three-step temporary inverted arch method and a step (without inverted arch) method are mainly used.
In the construction process of a large-section (, which is 140 plus 180 square meters) weak surrounding rock tunnel, technical personnel in the field mainly find the technical problems that for a three-step temporary inverted arch method, because the tunnel is divided into a plurality of steps, the space occupied by each step is small, the operation space is narrow, the construction of large-scale machinery is not facilitated, the work efficiency is low, the exposure time of surrounding rocks is long, meanwhile, when the geological conditions change, the construction method cannot be flexibly and timely converted, the stable construction progress cannot be ensured, meanwhile, the construction is complicated, the safe step pitch of the tunnel inverted arch easily exceeds the standard, and the like.
Disclosure of Invention
Aiming at the technical problems of narrow working space, low construction efficiency and low construction safety of a tunnel excavation method in the prior art, the invention provides excavation methods suitable for times of quick closed ring formation of two steps of a weak surrounding rock tunnel, and the construction method of two-step construction, excavation and supporting of a lower step and an inverted arch is adopted, so that the working space is increased, and the working safety is improved.
The invention provides excavation methods suitable for times of rapid closed ring formation of two steps of a weak surrounding rock tunnel, wherein the two steps of the tunnel comprise an upper step, a lower step and an inverted arch, the excavation method comprises the steps of conducting advanced geological forecast on surrounding rocks in front of a tunnel face of the tunnel and obtaining geological forecast results, conducting pre-grouting reinforcement on the surrounding rocks in front of the tunnel face based on the geological forecast results, excavating the tunnel face along an excavation contour line of the tunnel according to an upper step excavation circulating advance ruler, conducting tunnel face concrete closing and primary support on the upper step while excavating until an upper step with a preset length is formed, laying a trestle, excavating a slope at the joint of the tail end of the upper step and the trestle to build the trestle, excavating pits of the lower step and the inverted arch according to a lower step excavation circulating advance ruler, conducting primary support on the lower step at the same time until the primary support of the upper step and the lower step are closed ring formation, and conducting the method circularly until the two steps of the tunnel are completed.
Preferably, a 1:0.1 slope is left along the face prior to digging the face.
Preferably, the digging height of the tunnel face is 7-8m, the preset length of the upper step is 15-35m, and the thickness of the concrete seal is 3-5 cm.
Preferably, the circulating footage of the upper bench excavation is 1-3 m.
Preferably, the width of the slope is less than or equal to 5m, and the gradient is 10% -15%.
Preferably, a construction space of 3-6m is arranged between the tail end of the upper step and the inverted arch, and the trestle is arranged above the construction space.
Preferably, the lower step excavation circulating footage is less than or equal to 3 trusses.
Preferably, the preliminary bracing for the upper step or the preliminary bracing for the lower step includes: preliminarily spraying concrete to seal the rock surface; constructing a system anchor rod around the rock, and hanging a reinforcing mesh on the system anchor rod; installing a steel frame based on the steel mesh; and spraying concrete on the steel frame again.
Preferably, the upper bench excavation circulation footage is determined according to the distance between the steel frames of the primary preliminary bracing applied to the upper bench.
Preferably, the excavation method further comprises an inverted arch construction step, wherein the inverted arch construction step comprises the steps of excavating the lower step and the bottom of the tunnel, cleaning the bottom of the tunnel after the excavation of the bottom of the tunnel is completed to obtain the cleaned bottom of the tunnel, and circularly pouring the inverted arch pit for times to form the inverted arch after the inverted arch pit is formed by excavation, wherein the pouring length of each circle of pouring is 12 m.
Through the technical scheme provided by the invention, the invention at least has the following technical effects:
the construction method of two-step construction is adopted, so that the occupied space of each step is increased, the working space is increased, larger machines can be used for entering operation, the working efficiency is greatly improved, the number of times of supporting is reduced due to the fact that only two steps are arranged, the tunnel can be closed to form a ring as early as possible, the convergence deformation of the tunnel can be effectively controlled, meanwhile, the construction method of excavation and supporting by adopting the lower step and the inverted arch is adopted, the number of times of disturbance of blasting on tunnel surrounding rocks is reduced, the problem that the safety step distance of the inverted arch exceeds the standard is avoided, the operation safety is improved, meanwhile, when the surrounding rocks deform greatly, the closing time of the tunnel can be adjusted as soon as possible under the condition that the safety is guaranteed and the section clearance is met, and the construction safety is guaranteed by steps.
Additional features and advantages of the invention will be set forth in the detailed description which follows.
Drawings
Fig. 1 is a flowchart of a specific implementation of the excavation method suitable for times of rapid closed looping of two steps of a weak surrounding rock tunnel according to the embodiment of the present invention;
fig. 2 is an excavation perspective view of an excavation method suitable for times of rapid closed looping of two steps of a weak surrounding rock tunnel according to an embodiment of the present invention;
FIG. 3 is a flowchart illustrating an embodiment of a preliminary bracing method according to the present invention;
fig. 4 is a flowchart of a specific implementation of the construction steps of the inverted arch according to the embodiment of the present invention.
Detailed Description
Aiming at the technical problems of narrow working space, low construction efficiency and low construction safety of a tunnel excavation method in the prior art, the invention provides excavation methods suitable for times of quick closed ring formation of two steps of a weak surrounding rock tunnel, and the construction method of two-step construction, excavation and supporting of a lower step and an inverted arch is adopted, so that the working space is increased, and the working safety is improved.
The following detailed description of embodiments of the invention refers to the accompanying drawings. It should be understood that the detailed description and specific examples, while indicating the present invention, are given by way of illustration and explanation only, not limitation.
It should be noted that the embodiments and features of the embodiments may be combined with each other without conflict.
In the present invention, unless specified to the contrary, use of the terms of orientation such as "upper, lower, top, bottom" or the like are generally described with respect to the orientation shown in the drawings or the positional relationship of the components with respect to each other in the vertical, or gravitational direction.
The present invention will be described in detail below with reference to the embodiments with reference to the attached drawings.
Referring to fig. 1, an embodiment of the present invention provides excavation methods suitable for rapid closed looping of two steps of a weak surrounding rock tunnel, where the two steps of the tunnel include an upper step, a lower step, and an inverted arch, and the excavation method includes:
s10) performing advanced geological forecast on surrounding rocks in front of the tunnel face of the tunnel, and obtaining a geological forecast result;
s20) pre-grouting and reinforcing the surrounding rock in front of the tunnel face based on the geological forecast result;
s30) excavating the tunnel face along the excavation contour line of the tunnel according to the upper step excavation circulation footage, and performing tunnel face concrete sealing and preliminary bracing on the upper step during excavation until the upper step with a preset length is formed;
s40), laying a trestle, and excavating a slope at the joint of the tail end of the upper step and the trestle to build the trestle;
s50) excavating the lower step and the inverted arch pit according to the lower step excavation circulation footage, and simultaneously performing primary support on the lower step until the upper step primary support and the lower step primary support are closed into a ring;
s60) the method is executed circularly until the excavation of the two steps of the tunnel is finished.
In the embodiment of the invention, the construction method of two-step construction is adopted, so that the occupied space of each step is increased, the working space is increased, larger machines can be used for entering operation, the working efficiency is greatly improved, the number of times of supporting is reduced due to the fact that only two steps are arranged, the tunnel can be closed to form a ring as early as possible, the convergence deformation of the tunnel can be effectively controlled, meanwhile, the construction method of excavating and supporting by adopting the lower step and the inverted arch is adopted, the number of times of disturbance of blasting on the tunnel surrounding rock is reduced, the problem that the safety step distance of the inverted arch exceeds the standard is avoided, the operation safety is improved, and meanwhile, when the surrounding rock deformation is larger, the closing time of the tunnel can be adjusted as soon as possible under the condition that the safety and the clearance section are met, and the construction safety is ensured in steps.
In an embodiment of the invention, a 1:0.1 slope is left along the face prior to digging the face.
In possible implementation manners, please refer to fig. 2, during the tunnel excavation construction, firstly, according to the requirements of the span and height of the tunnel, the surrounding rock is excavated into a slope with an upper step, a lower step and an inverted arch, then, by adopting the construction method of the embodiment of the present invention, advanced geological forecasts are firstly made for the surrounding rock in front of the tunnel face to be excavated, so as to obtain the geological condition of the surrounding rock in front of the tunnel face, at this time, the geological forecasts are obtained by combining the broken condition of the surrounding rock disclosed by the front cycle of the excavated tunnel face, and the surrounding rock in front is subjected to advanced geological grouting reinforcement according to the geological forecasts.
At this time, after advance support is performed for the upper construction cycles, the tunnel face is excavated along the excavation outline of the tunnel, and it should be noted that before the excavation of the tunnel face, a slope of 1:0.1 is left along the tunnel face in order to ensure the stability of the tunnel face and prevent collapse, after cycles of excavation of the tunnel face, concrete is immediately sprayed to close the tunnel face, and simultaneously, the excavated upper step is immediately preliminary supported, and then the excavation method is continuously circulated until the upper step with a predetermined length is formed.
In the embodiment of the invention, primary support is immediately applied to the tunnel face and the surrounding rock of the upper step after every circulative footings are excavated, so that the deformation of the surrounding rock caused by uneven stress on the tunnel face and the deformation of the surrounding rock caused by uneven stress on the surrounding rock on the side of the tunnel can be effectively controlled, the tunnel deformation caused by factors such as blasting, uneven stress and the like in the construction process is maximally ensured, and the safety in the construction process is ensured by steps.
In an embodiment of the present invention, the excavation height of the tunnel face may be 7 to 8m, the predetermined length of the upper step may be 15 to 35m, and the thickness of the concrete enclosure may be 3 to 5 cm.
In the embodiment of the invention, the circulating footage of the upper bench excavation can be 1-3 m.
The predetermined length of the upper step may be 30-35m when the stability of the surrounding rock of the tunnel is good, the cyclic footage for excavations may be 2-3m, the predetermined length of the upper step may be 15-25m when the stability of the surrounding rock of the tunnel is poor, and the cyclic footage for excavations may be 1-1.5 m.
The excavation length and the excavation speed of the upper step are controlled according to the geological forecast and the stability of the tunnel surrounding rock, so that the working efficiency can be improved to the greatest extent under the condition of ensuring safety, and the construction progress is accelerated.
In the embodiment of the invention, a trestle is laid in the excavation process, in order to effectively connect the trestle with the upper step and facilitate the use of automobiles or large-scale equipment, the tail end of the upper step is excavated into a slope, and the trestle is erected to connect the trestle with the slope, so that the large-scale equipment, automobiles or pedestrians can conveniently pass through the trestle.
In the embodiment of the invention, in order to ensure that the arch springing of the upper step arch falls in a real position, the width of the slope is less than or equal to 5m, and meanwhile, in order to facilitate the passing of vehicles or large equipment, the slope of the slope is 10-15%.
In the embodiment of the invention, a construction space of 3-6m is arranged between the tail end of the upper step and the inverted arch, and the trestle is arranged above the construction space.
In the embodiment of the invention, the trestle is erected above the construction space, so that the construction operation of the lower step is not influenced while the construction operation of the upper step is carried out, the working efficiency of tunnel excavation is improved, the unclosed time of the primary support after the tunnel excavation is reduced, the deformation of tunnel surrounding rocks is further reduced by , and the safety of the tunnel excavation is improved.
, in the embodiment of the invention, during the excavation of the upper step, the excavation operation of the lower step can be carried out, according to the preset lower step excavation circulation footage, the constructor excavates the pits of the lower step and the inverted arch at the same time, and immediately performs primary support to the lower step and the inverted arch after the construction of each lower step excavation circulation footages is completed, so that the primary support of the tunnel at the position is sealed into a ring at the fastest speed, the surrounding rock of the tunnel has the minimum deformation in the range of each excavation circulation footages, the safety during the construction operation is greatly improved, the overall quality of the excavated tunnel is improved, and the excavated tunnel has higher stability.
In the embodiment of the invention, the circulating footage of the lower step excavation is less than or equal to 3.
referring to FIG. 3, in the embodiment of the present invention, the preliminary bracing of the upper step or the preliminary bracing of the lower step includes the following steps:
s801) preliminarily spraying concrete to seal the rock surface;
s802) constructing a system anchor rod around the rock, and hanging a reinforcing mesh on the system anchor rod;
s803) installing a steel frame based on the steel mesh;
s804) spraying concrete on the steel frame again.
In the embodiment of the invention, the upper step excavation circulating footage is determined according to the distance between the steel frames of the primary support applied to the upper step.
In the embodiment of the invention, the deformation amount of the excavated surrounding rocks is reduced by immediately carrying out primary support on the excavated tunnel surrounding rocks, and meanwhile, in the excavation method of the embodiment of the invention, the excavated tunnel surrounding rocks are timely and stably supported and fixed by spraying concrete twice and combining with the installed steel frames, and the size of the circulating footage is determined according to the distance between the primary-supported steel frames, so that is further carried out to ensure the safety in the construction process.
Referring to fig. 4, in the embodiment of the present invention, the excavation method further includes an inverted arch construction step, where the inverted arch construction step includes:
s901) excavating the lower step and the bottom of the tunnel;
s902) cleaning the bottom of the tunnel after the excavation of the bottom of the tunnel is finished, so as to obtain the cleaned bottom of the tunnel;
s903) after forming an inverted arch pit by excavation, performing cyclic casting on the inverted arch pit to mold the inverted arch times, wherein a casting length per cycle of casting is 12 m.
The preferred embodiments of the present invention have been described in detail with reference to the accompanying drawings, however, the present invention is not limited to the specific details of the above embodiments, and various simple modifications can be made to the technical solution of the present invention within the technical idea of the present invention, and these simple modifications are within the protective scope of the present invention.
It should be noted that the various technical features described in the above embodiments can be combined in any suitable manner without contradiction, and the invention is not described in any way for the possible combinations in order to avoid unnecessary repetition.
In addition, any combination of the various embodiments of the present invention is also possible, and the same should be considered as the disclosure of the present invention as long as it does not depart from the spirit of the present invention.
Claims (9)
1, kind be applicable to the two steps rapid seal annulations' of weak country rock tunnel excavation methods, two steps in the tunnel include upper ledge, lower step and inverted arch, its characterized in that, the excavation method includes:
performing advanced geological forecast on surrounding rocks in front of the tunnel face of the tunnel, and obtaining a geological forecast result by combining the surrounding rock crushing condition disclosed by the front cycle excavated tunnel face;
pre-grouting and reinforcing the surrounding rock in front of the tunnel face based on the geological forecast result;
excavating the tunnel face along the excavation contour line of the tunnel according to the upper step excavation circulating footage, and performing tunnel face concrete sealing and primary support on the upper step while excavating until the upper step with the preset length is formed;
laying a trestle, excavating a slope at the joint of the tail end of an upper step and the trestle to build the trestle, wherein the width of the slope is less than or equal to 5m, the gradient of the slope is 10-15%, a construction space of 3-6m is arranged between the tail end of the upper step and the inverted arch, and the trestle is arranged above the construction space;
excavating the lower step and the inverted arch pit according to the lower step excavation circulating footage, and simultaneously performing primary support on the lower step until the upper step primary support and the lower step primary support are closed into a ring;
and circularly executing the method until the excavation of the two steps of the tunnel is finished.
2. The excavation method of claim 1, wherein a 1:0.1 slope is left along the face prior to excavation of the face.
3. The excavation method of claim 1, wherein the excavation height of the tunnel face is 7 to 8m, the predetermined length of the upper step is 15 to 35m, and the thickness of the concrete closure is 3 to 5 cm.
4. The excavation method of claim 1, wherein the upper bench excavation circulation footage is 1-3 m.
5. The excavation method of claim 1, wherein the width of the slope is 5m or less, and the slope is 10% -15%.
6. The excavation method of claim 1, wherein the lower-step excavation circulation footage is 3 trusses or less.
7. The excavation method of claim 1, wherein the preliminary bracing of the upper step or the preliminary bracing of the lower step comprises:
preliminarily spraying concrete to seal the rock surface;
constructing a system anchor rod around the rock, and hanging a reinforcing mesh on the system anchor rod;
installing a steel frame based on the steel mesh;
and spraying concrete on the steel frame again.
8. The excavation method of claim 7, wherein the upper bench excavation circulation footage is determined based on a distance between steel frames of primary shoring applied to the upper bench.
9. The excavation method of claim 8, further comprising the step of constructing an inverted arch, the step of constructing the inverted arch comprising:
excavating the lower step and the bottom of the tunnel;
cleaning the bottom of the tunnel after the excavation of the bottom of the tunnel is finished so as to obtain the cleaned bottom of the tunnel;
after forming an inverted arch pit by excavation, the inverted arch pit is subjected to cyclic casting to mold the inverted arch times, wherein the casting length per cycle of casting is 12 m.
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| CN109162720A (en) * | 2018-08-24 | 2019-01-08 | 中铁十六局集团第三工程有限公司 | A kind of twin spans freely-supported inverted arch trestle construction method |
| CN109026029A (en) * | 2018-10-09 | 2018-12-18 | 中建地下空间有限公司 | A kind of construction method suitable for breaking surrounding rock tunnel excavation support |
| CN109372519B (en) * | 2018-10-10 | 2020-08-11 | 内蒙古伊泰煤炭股份有限公司 | Tunneling construction method for hexagonal section of roadway |
| CN110344846B (en) * | 2019-05-23 | 2021-09-21 | 中铁隧道局集团建设有限公司 | Three-step reserved core soil belt inverted arch one-step excavation method |
| CN110030000B (en) * | 2019-05-29 | 2020-06-16 | 西南交通大学 | One-step-distance one-turn construction method for small-section tunnel |
| CN110593879B (en) * | 2019-08-28 | 2021-02-02 | 中铁八局集团昆明铁路建设有限公司 | Construction method for rapidly sealing weak surrounding rock of single-line tunnel to form ring |
| CN110704917B (en) * | 2019-09-24 | 2023-02-03 | 中国国家铁路集团有限公司 | Method, device, equipment and storage medium for determining tunnel excavation inverted arch step distance |
| CN112780282A (en) * | 2019-11-07 | 2021-05-11 | 中铁七局集团有限公司 | Construction method for excavating, rapidly sealing and looping large-section tunnel by three-step method |
| CN111156004B (en) * | 2020-01-15 | 2021-03-02 | 中铁四局集团第三建设有限公司 | Construction method for large-section flat-top straight-wall tunnel to penetrate through existing tunnel |
| CN111734455A (en) * | 2020-06-24 | 2020-10-02 | 高军 | Rapid construction method for synchronous excavation of two step inverted arches of soft rock large deformation tunnel |
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| KR100892134B1 (en) * | 2007-10-15 | 2009-04-09 | 전영진 | The block for the submarine tunnel |
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| CN101105131A (en) * | 2007-08-17 | 2008-01-16 | 中铁十二局集团有限公司 | Tunnel dredging method suitable for railway large section IV, V class rock tunnel |
| CN101864963A (en) * | 2010-05-26 | 2010-10-20 | 中铁二十三局集团第三工程有限公司 | Large-section loess tunnel construction method |
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