CN107288653B - Double-side-wall pilot tunnel three-step excavation supporting structure for weak surrounding rock large-section tunnel and construction method - Google Patents
Double-side-wall pilot tunnel three-step excavation supporting structure for weak surrounding rock large-section tunnel and construction method Download PDFInfo
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- CN107288653B CN107288653B CN201710501927.7A CN201710501927A CN107288653B CN 107288653 B CN107288653 B CN 107288653B CN 201710501927 A CN201710501927 A CN 201710501927A CN 107288653 B CN107288653 B CN 107288653B
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- 238000010276 construction Methods 0.000 title claims abstract description 46
- 238000009412 basement excavation Methods 0.000 title claims abstract description 42
- 239000011435 rock Substances 0.000 title claims abstract description 16
- 238000005192 partition Methods 0.000 claims abstract description 16
- 238000000034 method Methods 0.000 claims abstract description 13
- 229910000831 Steel Inorganic materials 0.000 claims description 75
- 239000010959 steel Substances 0.000 claims description 75
- 239000002689 soil Substances 0.000 claims description 12
- 238000005422 blasting Methods 0.000 claims description 9
- 230000003014 reinforcing effect Effects 0.000 claims description 9
- 238000003466 welding Methods 0.000 claims description 5
- 238000004873 anchoring Methods 0.000 claims description 4
- 238000005507 spraying Methods 0.000 claims description 4
- 238000005520 cutting process Methods 0.000 claims description 3
- 239000002002 slurry Substances 0.000 claims description 3
- 230000001502 supplementing effect Effects 0.000 claims description 3
- 238000001125 extrusion Methods 0.000 abstract description 3
- 239000000463 material Substances 0.000 abstract description 2
- 229910001294 Reinforcing steel Inorganic materials 0.000 description 5
- 239000011440 grout Substances 0.000 description 4
- 230000000694 effects Effects 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000009434 installation Methods 0.000 description 1
- 238000007569 slipcasting Methods 0.000 description 1
- 239000007921 spray Substances 0.000 description 1
- 238000006467 substitution reaction Methods 0.000 description 1
- 238000010415 tidying Methods 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
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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
- E21D11/14—Lining predominantly with metal
- E21D11/18—Arch members ; Network made of arch members ; Ring elements; Polygon elements; Polygon elements inside arches
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- 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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- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02E—REDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
- Y02E10/00—Energy generation through renewable energy sources
- Y02E10/20—Hydro energy
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- Mining & Mineral Resources (AREA)
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- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
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- Architecture (AREA)
- Civil Engineering (AREA)
- Environmental & Geological Engineering (AREA)
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Abstract
An extrusion type weak surrounding rock oversized section short tunnel excavation supporting structure and a construction method are disclosed, the structure comprises an upper support, a middle support and a lower support from top to bottom, the upper support comprises a left side wall pilot tunnel support (1), a middle partition wall support (3) and a right side wall pilot tunnel support (2), the middle support comprises a left middle step support (4) and a right middle step support (5), and the lower support comprises a left lower step support (6) and a right lower step support (7); the method comprises the following steps: excavating construction is carried out on a left side wall pilot tunnel support (1), excavating construction is carried out on a right side wall pilot tunnel support (2), excavating construction is carried out on a middle partition wall support (3), excavating construction is carried out on a middle support, and excavating construction is carried out on a lower support. The sinking of surrounding rocks of the arch part is powerfully resisted, the construction safety is guaranteed, the construction time of the anchor cable is shortened, and engineering materials are saved.
Description
Technical Field
The invention relates to a tunnel supporting structure and a construction method, in particular to a double-side-wall pilot tunnel three-step excavation supporting structure and a construction method of a weak surrounding rock large-section tunnel, and belongs to the technical field of tunnel construction.
Background
In the construction process of the large-section weak surrounding rock tunnel, the traditional excavation method is a CRD method, a double-side-wall pit guiding method and the like. The traditional excavation methods can obtain good effects in the aspects of ensuring excavation safety and controlling deformation; however, temporary support is more, support dismantling is difficult, construction risk is large, operation space is narrow and small, construction progress is slow, and construction cost is higher.
Disclosure of Invention
The invention aims to provide an extrusion type weak surrounding rock super-large section short tunnel excavation supporting structure and a construction method, aiming at the problems that the existing weak surrounding rock tunnel primary supporting structure has larger construction risk, difficult guarantee of later-stage lining quality and the like under the action of high ground stress.
In order to achieve the purpose, the technical solution of the invention is as follows: the utility model provides a three step excavation supporting construction in big section tunnel of weak surrounding rock double-side wall pilot tunnel, includes upper portion support, middle part support and lower part support from top to bottom, upper portion support including left side wall pilot tunnel support, mid-wall support and right side wall pilot tunnel support, the middle part support including left side mid-step support and right side mid-step support, the lower part support including left side down step support and right side down step support, left side wall pilot tunnel support and right side wall pilot tunnel support respectively including steel bow member I and temporary support, steel bow member I be provided with forepoling I and reinforcing bar net piece I, be provided with radial grout pipe I between the steel bow member I, mid-wall support include steel bow member II, steel bow member II on be provided with forepoling II and reinforcing bar net piece II, be provided with radial grout pipe II between the steel bow member II, left side mid-step support and right mid-step support respectively include steel bow member III, radial grout pipe III and right side down step III be provided with radial grout pipe IV between the steel bow member III and right side down step arch member IV respectively.
And a primary prestressed long anchor cable and a side wall prestressed long anchor cable are respectively arranged on the outer side of the left side wall pilot tunnel support and the outer side of the right side wall pilot tunnel support.
A construction method for excavating a supporting structure of a weak surrounding rock large-section tunnel by a double-side-wall pilot tunnel three-step method comprises the following steps: step one, excavation construction of a left side wall pilot tunnel support: firstly, micro blasting is adopted to excavate a left side wall pilot tunnel to be no more than 2 steel frames, and then a steel arch I and a temporary support are installed to form a ring in a sealed mode; then installing a reinforcing steel bar mesh I and a threaded connecting reinforcing steel bar, firmly welding, constructing a 4m long advanced conduit I and a radial grouting pipe I, and fully grouting; then spraying concrete with the thickness of 30cm to ensure that the concrete is uniform and compact; then, constructing a 12m primary prestressed long anchor cable and a 18m side wall prestressed long anchor cable on the outer side of the left side wall pilot tunnel support according to the designed position in time, locking, arranging in a quincunx manner, grouting, tensioning and anchoring in place, and tensioning the 12m primary prestressed long anchor cable to the designed strength step by step, wherein the 18m side wall prestressed long anchor cable only stretches 70% of the total strength; step two, excavation construction of right side wall pilot tunnel support: excavating a right side wall pilot pit and lagging a left side wall pilot pit by 10m, wherein the same supporting measures and steps as those of the left side wall pilot pit in the step one are adopted; step three, middle wall support excavation construction: the method comprises the following steps that (1) an intermediate wall is excavated and lagged behind a left side wall guide pit by 20m, an anchorage device and an anchorage backing plate of a long side wall prestressed anchor rope outside a left side wall guide pit support and a right side wall guide pit support in an excavation range are firstly dismantled before excavation, anchorage is removed, then micro-blasting is adopted, the distance between the excavated intermediate wall and 2 steel frames is not more than, the left side wall guide pit support exposed by excavation of the intermediate wall and the long side wall prestressed anchor rope outside the right side wall guide pit support are tidied up, a steel arch II and left and right side wall steel arches I are firmly butted, then a steel bar net piece II and a threaded connecting steel bar are installed and welded firmly, then a 4m long forepoling pipe II and a radial grouting pipe II are applied, grouting is full, and concrete with the thickness of 30cm is sprayed to enable the forepoling pipe II to be uniform and compact; cutting off the redundant length of the prestressed long anchor cable on the outer side wall of the middle partition wall steel arch frame II, timely performing slurry supplementing and secondary tensioning on the prestressed long anchor cable of the 18m side wall, tensioning the whole strength of the length of the prestressed long anchor cable of the 18m side wall, and finally dismantling the temporary side wall and the temporary inverted arch of the left side wall and the right side wall of the section; step four, middle support excavation construction: the left side wall guide pit is lagged by 25m after the middle step excavation, the left side wall guide pit is lagged by 30m after the middle step core soil excavation, micro blasting is adopted, two steel frames are staggered with the middle step core soil by a left middle step support and a right middle step support, the distance between the two steel frames and the middle step core soil is tunneled forwards at the same time is not more than 2, then a steel arch III is installed to be firmly butted with an upper step steel arch I, then a steel net piece III and a threaded connecting steel bar are installed and welded, then a 4m long radial grouting pipe III is applied, grouting is full, and concrete with the thickness of 30cm is sprayed to enable the concrete to be uniform and compact; fifthly, lower support excavation construction: and (3) lagging a left side wall pilot pit for excavating the lower step by 30m, and lagging a left side wall pilot pit for excavating the core soil of the lower step by 35m, wherein the same supporting measures and steps as those of the step in the fourth step are adopted.
Compared with the prior art, the invention has the beneficial effects that:
1. the construction space is large, the unfolding of personnel mechanical equipment is facilitated, the parallel construction of multiple working faces can be realized, and the construction efficiency is high.
2. The structure is simple, the number of temporary supports is greatly reduced, the number of temporary support demolishments is correspondingly reduced, the engineering cost is saved, the construction efficiency is improved, and the economic benefit is high.
3. The long prestressed anchor cables on the side walls are used for cross locking of the middle partition wall support, so that deformation of the left side wall pilot tunnel support and the right side wall pilot tunnel support is controlled, and the safety of excavation of the middle partition wall support is guaranteed.
4. The long prestressed anchor cables on the side walls are locked on the primary arch part in a crossed mode through the intermediate wall, secondary tensioning is carried out on the primary arch part, the arch part supporting strength is rapidly improved, sinking of surrounding rocks of the arch part is powerfully resisted, construction safety is guaranteed, meanwhile, the anchor cable construction time is shortened, and engineering materials are saved.
Drawings
FIG. 1 is a schematic diagram of the present invention.
In the figure, a left side wall pilot tunnel support 1, an intermediate wall support 3, a right side wall pilot tunnel support 2, a left middle step support 4, a right middle step support 5, a left lower step support 6, a right lower step support 7, a primary prestressed long anchor rope 8, a side wall prestressed long anchor rope 9, a temporary side wall 10, a temporary inverted arch 11, middle step core soil 12 and lower step core soil 13.
Detailed Description
The invention is described in further detail below with reference to the following description of the drawings and the detailed description.
Referring to fig. 1, the double-side-wall pilot tunnel three-step excavation supporting structure for the large-section tunnel with the weak surrounding rock is suitable for rapid construction of the large section of the weak surrounding rock and comprises an upper supporting part, a middle supporting part and a lower supporting part from top to bottom.
Referring to fig. 1, the upper support comprises a left side wall pilot tunnel support 1, a middle partition wall support 3 and a right side wall pilot tunnel support 2, the middle support comprises a left middle step support 4 and a right middle step support 5, and the lower support comprises a left lower step support 6 and a right lower step support 7. Left side wall pilot tunnel strut 1 and right side wall pilot tunnel strut 2 respectively including steel bow member I and interim support, steel bow member I be provided with leading pipe I and reinforcing bar net piece I, be provided with radial slip casting pipe I between the steel bow member I, and spray on left side wall pilot tunnel strut 1 and the right side wall pilot tunnel strut 2 and have the concrete. The middle partition wall support 3 comprises a steel arch frame II, an advance duct II and a reinforcing mesh II are arranged on the steel arch frame II, a radial grouting pipe II is arranged between the steel arch frame II, and concrete is sprayed on the middle partition wall support 3. The left middle step support 4 and the right middle step support 5 respectively comprise steel arch frames III, steel bar meshes III are arranged on the steel arch frames III, and radial grouting pipes III are arranged between the steel arch frames III; and concrete is sprayed on the left middle step support 4 and the right middle step support 5. The left lower step support 6 and the right lower step support 7 respectively comprise steel arch frames IV, and radial grouting pipes IV are arranged between the steel arch frames III; and concrete is sprayed on the left lower step support 6 and the right lower step support 7.
Referring to fig. 1, further, a primary prestressed long anchor cable 8 and a side wall prestressed long anchor cable 9 are respectively arranged on the outer side of the left side wall pilot tunnel support 1 and the outer side of the right side wall pilot tunnel support 2.
Referring to fig. 1, a construction method for excavating a supporting structure of a weak surrounding rock large-section tunnel by a double-side-wall pilot tunnel three-step method includes the following steps:
step one, excavating and constructing a left side wall pilot tunnel support 1: firstly, excavating a left side wall pilot tunnel by micro blasting; and controlling the excavation footage to be not more than 2 steel frame distances. And then installing the steel arch I and the temporary support to form a closed ring. And then installing a phi 8 reinforcing mesh I and a phi 22 threaded connecting reinforcing steel bar, and firmly welding. And then constructing a 4m long advanced guide pipe I and a radial grouting pipe I, and grouting to be full. Then, C25 concrete with a thickness of 30cm was sprayed to make it uniform and dense. Then, constructing a 12m primary prestressed long anchor cable 8 and a 18m side wall prestressed long anchor cable 9 outside the left side wall pilot tunnel support 1 according to the designed position in time, locking, arranging in a quincunx manner, and grouting, tensioning and anchoring in place; the 12m primary prestressed long anchor cable 8 is gradually tensioned to the designed strength, and the 18m side wall prestressed long anchor cable 9 is only tensioned to 70% of the total strength.
Step two, excavating construction of a right side wall pilot tunnel support 2: and (3) the excavation of the right side wall pilot pit lags behind the left side wall pilot pit by 10m, and the same supporting measures and steps as those of the left side wall pilot pit in the step one are adopted.
Step three, excavating and constructing an intermediate wall support 3: the excavation of the intermediate wall lags behind the left side wall pilot tunnel by 20m, before the excavation, firstly, the anchorage devices and the anchor backing plates of the side wall prestress long anchor cables 9 on the outer sides of the left side wall pilot tunnel support 1 and the right side wall pilot tunnel support 2 in the excavation range are removed, and the anchorage is released. And then, excavating the intermediate wall by adopting micro blasting, controlling the excavation footage to be not more than 2 steel frames, tidying up the side wall prestressed long anchor cables 9 at the outer sides of the left side wall pit support 1 and the right side wall pit support 2 exposed by the excavation of the intermediate wall, and firmly butting the installation steel arch II with the left side wall steel arch I and the right side wall steel arch I. And then installing a phi 8 reinforcing mesh II and a phi 22 threaded connecting reinforcing steel bar, and firmly welding. And then constructing a 4m long advanced duct II and a radial grouting pipe II, and grouting to be full. And spraying C25 concrete with the thickness of 30cm to ensure that the concrete is uniform and compact. And then cutting off the excess length of the prestressed long anchor cable 9 on the outer side wall of the middle partition wall steel arch frame II. And timely performing slurry supplementing and secondary tensioning on the 18m side wall prestress long anchor cable 9, and tensioning the whole strength of the length of the 18m side wall prestress long anchor cable 9. And finally, dismantling the temporary side walls and the temporary inverted arches of the left side wall and the right side wall of the section.
Step four, middle support excavation construction: and (3) excavating a left side wall guide pit 25m behind the middle step excavation, excavating a left side wall guide pit 30m behind the middle step core soil 12, and excavating forwards two roof trusses and the middle step core soil 12 at the same time by adopting micro blasting, wherein the excavation footage is controlled to be not more than 2 steel frame distances. And then the steel arch III is firmly butted with the steel arch I of the upper step. And then installing a phi 8 reinforcing mesh III and a phi 22 threaded connecting reinforcing steel bar, and firmly welding. Then, a 4m long radial grouting pipe III is constructed, and grouting is performed fully; and spraying C25 concrete with the thickness of 30cm to ensure that the concrete is uniform and compact.
Fifthly, lower support excavation construction: and excavating a lagging left side wall pilot pit 30m on the lower step, excavating a lagging left side wall pilot pit 35m on the core soil 13 of the lower step, and adopting the same supporting measures and steps as those of the step in the fourth step.
Compared with the traditional CRD method, the double-side-wall pit guiding method and other partial construction methods, the extrusion type weak surrounding rock super-large section short tunnel excavation supporting structure and the construction method thereof fully play the powerful locking effect of the side wall prestressed long anchor cable 9, perform subsection and secondary tensioning on the side wall prestressed long anchor cable 9, perform flexible and rapid construction, reinforce the supporting body and guarantee the construction safety.
The foregoing is a more detailed description of the invention in connection with specific preferred embodiments and it is not intended that the invention be limited to these specific details. For those skilled in the art to which the invention relates, several simple deductions or substitutions may be made without departing from the spirit of the invention, and the above-mentioned structures should be considered as belonging to the protection scope of the invention.
Claims (1)
1. A construction method for excavating a supporting structure by a double-side-wall pilot tunnel three-step method of a large-section tunnel of weak surrounding rock, wherein the supporting structure comprises an upper support, a middle support and a lower support from top to bottom, the upper support comprises a left side wall pilot tunnel support (1), a middle partition wall support (3) and a right side wall pilot tunnel support (2), the middle support comprises a left middle step support (4) and a right middle step support (5), the lower support comprises a left lower step support (6) and a right lower step support (7), the left side wall pilot tunnel support (1) and the right side wall pilot tunnel support (2) respectively comprise a steel arch frame I and a temporary support, the steel arch I is provided with a leading conduit I and a reinforcing mesh I, a radial grouting pipe I is arranged between the steel arch I, the mid-partition wall support (3) comprises a steel arch II, an advanced conduit II and a reinforcing mesh II are arranged on the steel arch II, a radial grouting pipe II is arranged between the steel arches II, the left middle step support (4) and the right middle step support (5) respectively comprise a steel arch frame III, a steel bar net piece III is arranged on the steel arch frames III, a radial grouting pipe III is arranged between the steel arch frames III, the left lower step support (6) and the right lower step support (7) respectively comprise steel arch frames IV, radial grouting pipes IV are arranged between the steel arch frames III, the outer side of the left side wall guide pit support (1) and the outer side of the right side wall guide pit support (2) are respectively provided with a primary prestressed long anchor cable (8) and a side wall prestressed long anchor cable (9); the construction method is characterized by comprising the following steps:
step one, excavating and constructing a left side wall pilot tunnel support (1): firstly, micro blasting is adopted to excavate a left side wall pilot tunnel to be no more than 2 steel frames, and then a steel arch I and a temporary support are installed to form a ring in a sealed mode; then installing a steel bar mesh I and a threaded connecting steel bar, firmly welding, constructing a 4m long advanced guide pipe I and a radial grouting pipe I, and fully grouting; then spraying concrete with the thickness of 30cm to ensure that the concrete is uniform and compact; then, constructing a 12m primary prestressed long anchor cable (8) and an 18m side wall prestressed long anchor cable (9) on the outer side of the left side wall guide pit support (1) according to a designed position in time, locking, arranging in a quincunx manner, grouting, tensioning and anchoring in place, and gradually tensioning the 12m primary prestressed long anchor cable (8) to the designed strength, wherein the 18m side wall prestressed long anchor cable (9) only stretches 70% of the total strength;
step two, excavating construction of the right side wall pilot tunnel support (2): the excavation of the right side wall pilot pit lags behind the left side wall pilot pit by 10m, and the same supporting measures and steps as those of the left side wall pilot pit in the step one are adopted;
step three, excavating and constructing the middle partition wall support (3): the method comprises the following steps that (1) after excavation of a middle partition wall lags behind a left side wall guide pit by 20m, before excavation, an anchorage device and an anchor backing plate of a side wall prestress long anchor rope (9) on the outer sides of a left side wall guide pit support (1) and a right side wall guide pit support (2) in an excavation range are firstly removed, anchoring is removed, then micro-blasting is adopted, the distance between the excavated middle partition wall and 2 steel frames is not more than 2, the left side wall guide pit support (1) exposed due to excavation of the middle partition wall and the side wall prestress long anchor rope (9) on the outer sides of the right side wall guide pit support (2) are tidily arranged, a steel arch frame II is firmly butted with a left side wall steel arch frame I and a right side wall steel arch frame I, then a steel bar mesh II and a threaded connecting steel bar are installed and firmly welded, then a 4m long forepoling pipe II and a radial grouting pipe II are constructed, grouting is full, and then concrete with the thickness of 30cm is sprayed, so that the steel arch frame I is uniform and dense; cutting off the redundant length of the prestressed long anchor cable (9) on the outer side wall of the middle partition wall steel arch frame II, timely performing slurry supplementing and secondary tensioning on the prestressed long anchor cable (9) on the 18m side wall, tensioning the full strength of the length of the prestressed long anchor cable (9) on the 18m side wall, and finally dismantling the temporary side wall and the temporary inverted arch on the left side wall and the right side wall of the section;
step four, middle support excavation construction: the left side wall guide pit is 25m after the middle step excavation lags, the left side wall guide pit is 30m after the middle step core soil (12) excavation lags, micro-blasting is adopted, two steel frames of a left middle step support (4) and a right middle step support (5) are staggered, the distance between the two steel frames and the middle step core soil (12) is simultaneously tunneled forwards by no more than 2 steel frames, then a steel arch frame III is installed to be firmly butted with an upper step steel arch frame I, then a steel bar net piece III and a threaded connecting steel bar are installed and firmly welded, then a 4m long radial grouting pipe III is applied, grouting is carried out, and concrete with the thickness of 30cm is sprayed, so that the left side wall guide pit is uniform and full;
fifthly, lower support excavation construction: and (3) excavating a lagging left side wall pilot pit by 30m on the lower step, excavating a lagging left side wall pilot pit by 35m on the core soil (13) of the lower step, and adopting the same supporting measures and steps as those of the step in the fourth step.
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| CN201710501927.7A CN107288653B (en) | 2017-06-27 | 2017-06-27 | Double-side-wall pilot tunnel three-step excavation supporting structure for weak surrounding rock large-section tunnel and construction method |
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| CN106351671B (en) * | 2016-10-17 | 2019-02-15 | 中铁五局集团第五工程有限责任公司 | A kind of weak surrounding rock large section tunnel excavation supporting structure and its construction method |
| CN106869969A (en) * | 2017-03-14 | 2017-06-20 | 中铁五局集团第工程有限责任公司 | A kind of excavation supporting construction method of soft rock large section tunnel |
| CN207111103U (en) * | 2017-06-27 | 2018-03-16 | 中铁十一局集团第四工程有限公司 | A kind of benching tunnelling method excavation supporting structure of weak surrounding rock large cross-section tunnel double -side approach three |
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