CN111706338B - Shield advance grouting enclosure construction method - Google Patents
Shield advance grouting enclosure construction method Download PDFInfo
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- CN111706338B CN111706338B CN202010469388.5A CN202010469388A CN111706338B CN 111706338 B CN111706338 B CN 111706338B CN 202010469388 A CN202010469388 A CN 202010469388A CN 111706338 B CN111706338 B CN 111706338B
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- grouting
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/06—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining
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- C—CHEMISTRY; METALLURGY
- C04—CEMENTS; CONCRETE; ARTIFICIAL STONE; CERAMICS; REFRACTORIES
- C04B—LIME, MAGNESIA; SLAG; CEMENTS; COMPOSITIONS THEREOF, e.g. MORTARS, CONCRETE OR LIKE BUILDING MATERIALS; ARTIFICIAL STONE; CERAMICS; REFRACTORIES; TREATMENT OF NATURAL STONE
- C04B28/00—Compositions of mortars, concrete or artificial stone, containing inorganic binders or the reaction product of an inorganic and an organic binder, e.g. polycarboxylate cements
-
- C—CHEMISTRY; METALLURGY
- C04—CEMENTS; CONCRETE; ARTIFICIAL STONE; CERAMICS; REFRACTORIES
- C04B—LIME, MAGNESIA; SLAG; CEMENTS; COMPOSITIONS THEREOF, e.g. MORTARS, CONCRETE OR LIKE BUILDING MATERIALS; ARTIFICIAL STONE; CERAMICS; REFRACTORIES; TREATMENT OF NATURAL STONE
- C04B28/00—Compositions of mortars, concrete or artificial stone, containing inorganic binders or the reaction product of an inorganic and an organic binder, e.g. polycarboxylate cements
- C04B28/24—Compositions of mortars, concrete or artificial stone, containing inorganic binders or the reaction product of an inorganic and an organic binder, e.g. polycarboxylate cements containing alkyl, ammonium or metal silicates; containing silica sols
- C04B28/26—Silicates of the alkali metals
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH 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
- E21D11/08—Lining with building materials with preformed concrete slabs
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- E—FIXED CONSTRUCTIONS
- E21—EARTH 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
- E21D11/105—Transport or application of concrete specially adapted for the lining of tunnels or galleries ; Backfilling the space between main building element and the surrounding rock, e.g. with concrete
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- C—CHEMISTRY; METALLURGY
- C04—CEMENTS; CONCRETE; ARTIFICIAL STONE; CERAMICS; REFRACTORIES
- C04B—LIME, MAGNESIA; SLAG; CEMENTS; COMPOSITIONS THEREOF, e.g. MORTARS, CONCRETE OR LIKE BUILDING MATERIALS; ARTIFICIAL STONE; CERAMICS; REFRACTORIES; TREATMENT OF NATURAL STONE
- C04B2111/00—Mortars, concrete or artificial stone or mixtures to prepare them, characterised by specific function, property or use
- C04B2111/00474—Uses not provided for elsewhere in C04B2111/00
- C04B2111/00724—Uses not provided for elsewhere in C04B2111/00 in mining operations, e.g. for backfilling; in making tunnels or galleries
-
- C—CHEMISTRY; METALLURGY
- C04—CEMENTS; CONCRETE; ARTIFICIAL STONE; CERAMICS; REFRACTORIES
- C04B—LIME, MAGNESIA; SLAG; CEMENTS; COMPOSITIONS THEREOF, e.g. MORTARS, CONCRETE OR LIKE BUILDING MATERIALS; ARTIFICIAL STONE; CERAMICS; REFRACTORIES; TREATMENT OF NATURAL STONE
- C04B2111/00—Mortars, concrete or artificial stone or mixtures to prepare them, characterised by specific function, property or use
- C04B2111/70—Grouts, e.g. injection mixtures for cables for prestressed concrete
-
- C—CHEMISTRY; METALLURGY
- C04—CEMENTS; CONCRETE; ARTIFICIAL STONE; CERAMICS; REFRACTORIES
- C04B—LIME, MAGNESIA; SLAG; CEMENTS; COMPOSITIONS THEREOF, e.g. MORTARS, CONCRETE OR LIKE BUILDING MATERIALS; ARTIFICIAL STONE; CERAMICS; REFRACTORIES; TREATMENT OF NATURAL STONE
- C04B2201/00—Mortars, concrete or artificial stone characterised by specific physical values
- C04B2201/50—Mortars, concrete or artificial stone characterised by specific physical values for the mechanical strength
Abstract
The invention relates to a shield advance grouting enclosure construction method, which relates to the technical field of shield construction and comprises the following steps: s1, tunneling by a shield tunneling machine and synchronous grouting; s2, secondary grouting; s3, when the head of the shield machine is 4-5m away from a biogas layer, stopping the shield, drilling a hole in front of the shield machine through a grouting hole at a segment which is separated from the 4 th ring or the 5 th ring of the tail of the shield, drilling the hole to a preset position, performing advanced grouting in a retreating grouting mode to form grouting bodies, enabling the grouting bodies formed by the grouting of the adjacent grouting holes to be mutually occluded to form a horn-shaped annular closed space, after the grouting bodies reach the strength, repeating the steps S1-S2 to continue tunneling, when the tunnel is drilled to be 1-1.5m away from the tail end of the grouting bodies, stopping the shield, performing ultra-drilling and grouting again to form the grouting bodies, wherein one ends of the grouting bodies at the two adjacent ends are mutually occluded, repeating the steps, and performing the shield until the shield passes through the biogas layer. The invention has the advantages of high safety and small disturbance to the stratum.
Description
Technical Field
The invention relates to the technical field of shield construction, in particular to a shield advanced grouting enclosure construction method.
Background
The Shield Method (Shield Method) is a fully mechanized construction Method in the construction of the subsurface excavation Method, which is a mechanized construction Method that the Shield machine is pushed in the ground, surrounding rocks around are supported by a Shield shell and pipe pieces to prevent collapse into a tunnel, meanwhile, a cutting device is used for excavating soil in front of an excavation surface, the soil is transported out of the tunnel by an unearthing machine, is pressed and jacked at the rear part by a jack, and precast concrete pipe pieces are assembled to form a tunnel structure.
With the development of economic construction in China, the urbanization process is accelerated continuously, the construction of an urban rail transit system taking an underground railway as a center is unprecedented, and in the construction of the underground railway, a shield method is applied in a large quantity, so that the construction speed and the safety are greatly improved. However, due to the complexity of the stratum, the progress of subway construction is obstructed by some special geology, and the shield penetrating through the methane stratum brings great potential safety hazards to the construction. When the shield penetrates through the top of the methane storage layer, the pressure of methane is high, the methane disturbs the soil body along with the excavation and tunneling of the shield, the methane easily penetrates through the bottom layer of the tunnel from the gas storage layer and enters the excavation surface of the shield, the methane easily enters the tunnel from the gap at the tail of the shield and the soil bin, the shield machine is used as a high-degree mechanical and electrical integration mechanical device and is difficult to completely prevent explosion, once the local methane concentration is gathered to a certain degree, the explosion is easy to occur, and the damage is brought to the shield construction.
At present, a method for eliminating the influence of methane on a shield is used for drilling holes on the ground and releasing gas in the stratum. However, this approach tends to cause surface subsidence; and drilling construction can not be carried out in places with buildings on the top surfaces, namely potential safety hazards of methane in the shield process can not be eliminated. Therefore, a shield construction method for safely penetrating a methane formation is needed.
Disclosure of Invention
Aiming at the defects in the prior art, the invention aims to provide a shield advance grouting enclosure construction method which has the advantage of high safety.
The above object of the present invention is achieved by the following technical solutions:
a shield advance grouting enclosure construction method comprises the following steps:
s1, tunneling and synchronous grouting by a shield tunneling machine: installing and positioning a shield machine, tunneling by using the shield machine, and synchronously grouting between the duct piece and the stratum at the shield tail;
s2, secondary grouting: grouting every 4-5 rings of the double-slurry through grouting holes to form hoops at the 4 th ring or the 5 th ring separated from the shield tail, and then performing secondary grouting between the hoops;
s3, stopping the shield when the head of the shield machine is 4-5m away from the biogas layer, drilling holes in the segments before the segments are separated from the 4 th ring or the 5 th ring of the shield tail and subjected to secondary grouting through the grouting holes on the segments, wherein the included angle between a drill rod and the central axis of the tunnel is 5-10 degrees, the drill rod is obliquely drilled in the direction deviating from the central axis of the tunnel, after the drill rod is drilled to a preset position, advanced grouting is performed in a retreating grouting mode to form grouting bodies, the grouting bodies formed by the grouting of adjacent grouting holes are mutually occluded to form a horn-shaped annular closed space, after the strength of the grouting bodies is reached, the steps S1-S2 are repeated, stopping the shield when the head is tunneled to 1-1.5m away from the tail end of the grouting bodies, performing secondary over-drilling grouting to form grouting bodies, wherein one end of the grouting bodies at two adjacent ends are mutually occluded, and repeating the steps to shield until the shield passes through the methane stratum.
By adopting the technical scheme, when the shield tunnel penetrates through a methane stratum, grouting is carried out on the shield stratum in advance to form a closed annular space, so that the shield tunnel is similar to a protective film in function, a region to be shielded is closed, when disturbance to the stratum during shielding is avoided, methane penetrates through the bottom layer of the tunnel from a gas storage stratum and enters a shield excavation surface, the methane easily enters the tunnel from a shield tail gap and a soil bin, and the safety performance in the shield process is ensured; meanwhile, the grouting holes additionally formed in the duct piece are matched, so that a closed annular space can be formed, and the shield path is not influenced.
The present invention in a preferred example may be further configured to: in step S3, advance drilling is performed for 5-8m each time.
By adopting the technical scheme, the problems that the adjacent grouting bodies cannot be occluded and the sealing performance is poor due to too long drilling length are avoided; the drilling length is too short, so that the shield machine is repeatedly stopped from drilling, advanced drilling items are carried out, and the construction period is prolonged.
The present invention in a preferred example may be further configured to: the penetration radius of the advance drilling slurry is 40-80 cm.
Through adopting above-mentioned technical scheme, guarantee the sealing performance who forms the slip casting body on the one hand, guarantee to avoid shield structure stratum disturbance to produce the influence to the slip casting body, make it produce the fracture, on the other hand, guarantee that adjacent slip casting body can interlock each other, guarantee sealing performance.
The present invention in a preferred example may be further configured to: the advanced grouting adopts a single slurry-water-cement ratio of 0.8: 1.
the present invention in a preferred example may be further configured to: the advanced drilling adopts double slurry, and the water-cement ratio is 1: 1, water: 1 part of water glass; 0.6.
by adopting the technical scheme, on the premise of meeting the requirement of the penetration radius of the slurry, the setting time of the cement-water-glass double-slurry is adjusted, so that the cement-water-glass double-slurry meets the tunneling strength requirement of the shield tunneling machine in the shortest time. By adding water glass into the cement slurry, the setting time of the grouting body can be reduced, the designed strength can be achieved within a short time, the waiting time after advanced grouting is shortened, and the construction period is shortened.
The present invention in a preferred example may be further configured to: the synchronous grouting adopts single slurry and liquid mixture ratio as cement: fly ash: bentonite: sand: water = 1: 1.5: 0.4: 5.62: 1.4, and the grouting pressure is 0.3-0.5 MPa.
The present invention in a preferred example may be further configured to: the ratio of secondary grouting slurry is that the water-cement ratio is = 1: 1, the volume ratio of the cement slurry to the water glass mixed solution is 1: 3, and the mixed double slurry has a setting time of 25-30S.
By adopting the technical scheme, the rapid filling is realized by rapid solidification.
In summary, the invention has the following beneficial technical effects:
when the shield tunnel penetrates through a methane stratum, grouting is performed on the shield stratum in advance to form a closed annular space, so that the shield tunnel is similar to a protective film in function, the area to be shielded is closed, when disturbance to the stratum during shielding is avoided, methane penetrates through the bottom layer of the tunnel from a gas storage stratum and enters a shield excavation surface, the methane easily enters the tunnel from a shield tail gap and a soil bin, and the safety performance in the shield process is ensured; meanwhile, the grouting holes additionally arranged on the duct piece are matched, so that the shield path is not influenced while a closed annular space is formed.
Drawings
Fig. 1 is a schematic longitudinal section view of the invention as it traverses a biogas formation.
In the figure, 1, a drill rod; 2. grouting; 3. a tube sheet.
Detailed Description
The present invention will be described in further detail with reference to the accompanying drawings.
Referring to fig. 1, the shield advance grouting enclosure construction method disclosed by the invention comprises the following steps:
s1, tunneling and synchronous grouting:
prefabricating tunnel section of jurisdiction 3 in advance, every ring section of jurisdiction 3 increases 10 injected holes along its circumference on the basis of 6 injected holes of original design, through these injected holes, can in time secondary slip casting, ensures that the shield constructs back clearance packing closely knit. The shield machine is arranged in the starting well, the shield machine is used for tunneling, the shield machine is guaranteed to penetrate through the stratum at a constant speed during tunneling, the tunneling speed is controlled to be 20-30mm/min, disturbance to the soil body is reduced, and surface subsidence caused by overlarge disturbance to the soil body in the tunneling process is avoided. Synchronous grouting is carried out between the segment 3 and the stratum at the shield tail, and a method which takes the set injection pressure as the main part and gives consideration to the injection amount is adopted during the synchronous grouting (specifically, a theoretical grouting amount and pressure are calculated according to the gap of an excavated soil body, the permeation of the grouting stratum and the loss of the grouting process, and the injection amount and pressure of the grout are controlled according to a theoretical value); the slurry adopts hard slurry with strong permeability and large early strength, and the slurry is proportioned with cement: fly ash: bentonite: sand: water = 1: 1.5: 0.4: 5.62: 1.4, controlling the gelling time to be 6-10 hours, controlling the shrinkage of the slurry to be less than 8%, and synchronously grouting the strength of a solidified body to be not less than 0.2MPa in one day and not less than 2.5MPa in 28 days. Wherein the grouting pressure is 0.3-0.5MPa, and the synchronous grouting filling coefficient is 1.5-2.0.
S2, secondary grouting
In the tunneling process of the shield tunneling machine, secondary grouting is carried out on the basis of synchronous grouting, specifically, in a 4 th ring-5 th ring duct piece 31 which is separated from a shield tail, double-slurry grouting is adopted for forming hoops at intervals of 3-4 rings, water-stop isolation belts which are arranged at intervals are longitudinally formed in a tunnel, secondary grouting is carried out between the hoops through grouting holes 2 in the duct piece 31, and the grouting sequence is from bottom to top. The secondary grouting slurry material comprises cement slurry and water glass, and the slurry ratio is that the water cement ratio = 1: 1, the volume ratio of the cement slurry to the water glass mixed liquid is 1: 3, and the mixed double slurry has the setting time of 25-30S.
In addition, the secondary grouting is selected within the synchronous grouting initial setting time, and the simultaneous grouting cannot be too close to the shield tail, because the double-grout is high in setting speed, the shield machine shell can be hooped, so that the shield machine cannot drive forwards; choosing too far away, the initial setting shrinkage of the slurry can cause formation subsidence. According to construction experience, secondary grouting is arranged at the 4 th-5 th ring behind the current assembled duct piece 31. And when the secondary grouting is started, determining the amount of the secondary grouting slurry according to the shrinkage rate of the synchronous grouting slurry.
The grouting pressure of the secondary grouting is 0.5-0.7Mpa, and the specific grouting pressure is adjusted according to the actual ground surface settlement monitoring value so as to meet the settlement requirement.
And during secondary grouting, a specially-assigned person is assigned to take charge of recording the pressing-in position, the pressing-in value and the pressure value in detail, and timely adjusting the pressure value according to the formation deformation monitoring information to ensure the construction quality of the grouting process. And adjusting the grouting amount and the grouting parameters at any time according to the deformation monitoring condition in construction, and adjusting the secondary grouting amount at any time according to the ground monitoring condition, so that the formation deformation is minimized until the ground deformation is stable, and the safety of the high-speed rail is ensured.
S3, advanced grouting
According to geological exploration conditions, when a shield machine head is 4-5m away from a biogas layer, stopping shield, when a shield machine head is separated from the 4 th or 5 th ring of a shield tail and secondary grouting is carried out, a duct piece 3 is formed, advance drilling is carried out in the front of the shield machine by means of 16 grouting holes in the duct piece, advance grouting is carried out, a grouting body 2 is formed, adjacent grouting bodies 2 are meshed to form an annular closed space, specifically, drilling is carried out in the front of the shield machine by means of a drill rod 1 of an advance geological drilling machine from the grouting holes, the included angle between the drill rod 1 and a tunnel central axis is 5-10 degrees, the drill rod 1 carries out inclined drilling in the direction deviating from the tunnel central axis, the drilling length is 5-8m, after the drill rod 1 is drilled to a designed position, drilling is stopped, advance grouting is carried out through the drill rod 1, and the slurry water-cement ratio is 0.8: 1, during grouting, adopting single grout as grout, adopting a retreating grouting mode, namely a mode of grouting while retreating, and controlling the permeation radius of the grout to be 40-80 cm. And (3) mutually occluding the grouting bodies 2 generated by grouting of adjacent grouting holes to form a horn-shaped annular closed space, after 24 hours of advanced grouting, continuously advancing in the annular closed space by the shield tunneling machine, and simultaneously performing synchronous grouting and secondary grouting, wherein the advancing parameters are the same as those in the steps S1 and S2. And when the tunneling is carried out to a distance of 1-1.5m from the tail end of the advanced grouting section, stopping the shield tunneling, and circulating the step S3 to carry out advanced drilling and grouting again to form a grouting body 2 until the biogas layer geology is passed through.
Further, when advanced grouting is performed, cement-water-glass double-slurry is selected, and the water-cement ratio is 1: 1, water: 1 part of water glass; 0.6, the setting time of the cement-water-glass double-slurry can be adjusted on the premise of meeting the requirement of slurry penetration radius, so that the strength requirement of the shield tunneling machine in the shortest time can be met. By adding water glass into the cement slurry, the setting time of the grouting body 2 can be shortened, the designed strength can be achieved within a short time, the waiting time after advanced grouting is shortened, and the construction period is shortened.
According to the scheme, when the shield tunnel penetrates through a methane stratum, grouting is performed on the shield stratum in advance to form a closed annular space, so that the area to be shielded is closed, methane penetrates through the bottom layer of the tunnel from a gas storage stratum and enters the excavation surface of the shield tunnel when the shield tunnel is prevented from disturbing the stratum, and the methane easily enters the tunnel from a shield tail gap and a soil bin. The safety performance in the shield process is ensured.
The embodiments of the present invention are preferred embodiments of the present invention, and the scope of the present invention is not limited by these embodiments, so: all equivalent changes made according to the structure, shape and principle of the invention are covered by the protection scope of the invention.
Claims (6)
1. A shield advance grouting enclosure construction method is characterized by comprising the following steps:
s1, tunneling by a shield tunneling machine and synchronous grouting: installing and positioning a shield machine, tunneling by using the shield machine, and synchronously grouting between the duct piece (3) and the stratum at the shield tail;
s2, secondary grouting: grouting every 4-5 rings of the double-slurry through grouting holes to form hoops at the 4 th ring or the 5 th ring separated from the shield tail, and then performing secondary grouting between the hoops;
s3, stopping shield tunneling when the distance between the head of the shield tunneling machine and a biogas layer is 4-5m, drilling holes in the segment (3) which is separated from the 4 th ring or the 5 th ring of the shield tail and subjected to secondary grouting to the front of the shield tunneling machine through the grouting holes in the segment, wherein the included angle between a drill rod (1) and the central axis of the tunnel is 5-10 degrees, the drill rod (1) is obliquely drilled in the direction departing from the central axis of the tunnel, after the segment is drilled to a preset position, advanced grouting is performed in a retreating grouting mode to form a grouting body (2), the grouting bodies (2) formed by grouting of adjacent grouting holes are mutually occluded to form a horn-shaped annular closed space, after the strength of the grouting body (2) is reached, the steps S1-S2 are repeated to continue tunneling, when the tunneling is 1-1.5m away from the tail end of the grouting body (2), stopping shield tunneling, and performing advanced drilling and grouting again to form the grouting body (2), one ends of the grouting bodies (2) at two adjacent ends are mutually occluded, the steps are repeated, and the shield is carried out until the shield passes through the methane stratum; the penetration radius of the advance drilling slurry is 40-80 cm.
2. The shield advance grouting enclosure construction method according to claim 1, characterized in that: in step S3, advance drilling is performed for a drilling length of 5-8m each time.
3. The shield advance grouting enclosure construction method according to claim 1, characterized in that: the advanced grouting adopts a single slurry-water-cement ratio of 0.8: 1.
4. the shield advance grouting enclosure construction method according to claim 1, characterized in that: the advanced drilling adopts double slurry, and the water-cement ratio is 1: 1, water: 1 part of water glass; 0.6.
5. the shield advance grouting enclosure construction method according to claim 1, characterized in that: the synchronous grouting adopts single slurry and liquid mixture ratio as cement: fly ash: bentonite: sand: water = 1: 1.5: 0.4: 5.62: 1.4, and the grouting pressure is 0.3-0.5 MPa.
6. The shield advance grouting enclosure construction method according to claim 1, characterized in that: the ratio of secondary grouting slurry is that the water-cement ratio is = 1: 1, the volume ratio of the cement slurry to the water glass mixed solution is 1: 3, and the mixed double slurry has a setting time of 25-30S.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202010469388.5A CN111706338B (en) | 2020-05-28 | 2020-05-28 | Shield advance grouting enclosure construction method |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202010469388.5A CN111706338B (en) | 2020-05-28 | 2020-05-28 | Shield advance grouting enclosure construction method |
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| CN111706338A CN111706338A (en) | 2020-09-25 |
| CN111706338B true CN111706338B (en) | 2022-05-24 |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN113236300A (en) * | 2021-05-24 | 2021-08-10 | 中铁建华南建设有限公司 | Advanced grouting method for shield construction |
| CN113503177A (en) * | 2021-08-25 | 2021-10-15 | 中铁十七局集团有限公司 | In-hole treatment method for liquefiable stratum shield tunnel |
Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102052079A (en) * | 2010-11-19 | 2011-05-11 | 中铁一局集团有限公司 | Method for exchanging tool of shield machine for tunnel construction |
| CN202370529U (en) * | 2011-12-26 | 2012-08-08 | 中铁四局集团有限公司 | Tunnel face reinforced structure inside cabin of shield machine |
| CN108331597A (en) * | 2018-01-22 | 2018-07-27 | 中建市政工程有限公司 | A kind of duct pieces of shield tunnel grouting behind shaft or drift lining construction method |
| CN108643948A (en) * | 2018-04-27 | 2018-10-12 | 中建八局轨道交通建设有限公司 | The construction method in shield crossing anchor cable area |
-
2020
- 2020-05-28 CN CN202010469388.5A patent/CN111706338B/en active Active
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102052079A (en) * | 2010-11-19 | 2011-05-11 | 中铁一局集团有限公司 | Method for exchanging tool of shield machine for tunnel construction |
| CN202370529U (en) * | 2011-12-26 | 2012-08-08 | 中铁四局集团有限公司 | Tunnel face reinforced structure inside cabin of shield machine |
| CN108331597A (en) * | 2018-01-22 | 2018-07-27 | 中建市政工程有限公司 | A kind of duct pieces of shield tunnel grouting behind shaft or drift lining construction method |
| CN108643948A (en) * | 2018-04-27 | 2018-10-12 | 中建八局轨道交通建设有限公司 | The construction method in shield crossing anchor cable area |
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