CN111396066A - RATB combined shield receiving construction method - Google Patents
RATB combined shield receiving construction method Download PDFInfo
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- CN111396066A CN111396066A CN202010235336.1A CN202010235336A CN111396066A CN 111396066 A CN111396066 A CN 111396066A CN 202010235336 A CN202010235336 A CN 202010235336A CN 111396066 A CN111396066 A CN 111396066A
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- 238000010276 construction Methods 0.000 title claims abstract description 54
- 238000000034 method Methods 0.000 claims abstract description 18
- 238000009412 basement excavation Methods 0.000 claims abstract description 13
- 230000000903 blocking effect Effects 0.000 claims abstract description 11
- 238000001556 precipitation Methods 0.000 claims abstract description 7
- 230000001376 precipitating effect Effects 0.000 claims abstract description 4
- 238000007789 sealing Methods 0.000 claims abstract description 4
- 238000005553 drilling Methods 0.000 claims description 21
- 239000010410 layer Substances 0.000 claims description 10
- 229910000831 Steel Inorganic materials 0.000 claims description 9
- 239000010959 steel Substances 0.000 claims description 9
- 230000000694 effects Effects 0.000 claims description 7
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 7
- 230000009189 diving Effects 0.000 claims description 6
- 239000004927 clay Substances 0.000 claims description 3
- 238000007596 consolidation process Methods 0.000 claims description 3
- 238000007599 discharging Methods 0.000 claims description 3
- 239000011440 grout Substances 0.000 claims description 3
- 230000009191 jumping Effects 0.000 claims description 3
- 238000005192 partition Methods 0.000 claims description 3
- 239000011241 protective layer Substances 0.000 claims description 3
- 239000010453 quartz Substances 0.000 claims description 3
- 230000003014 reinforcing effect Effects 0.000 claims description 3
- 239000004576 sand Substances 0.000 claims description 3
- VYPSYNLAJGMNEJ-UHFFFAOYSA-N silicon dioxide Inorganic materials O=[Si]=O VYPSYNLAJGMNEJ-UHFFFAOYSA-N 0.000 claims description 3
- 230000002787 reinforcement Effects 0.000 abstract description 9
- 238000005516 engineering process Methods 0.000 abstract description 3
- 230000000295 complement effect Effects 0.000 abstract 1
- 230000007547 defect Effects 0.000 description 2
- 239000011257 shell material Substances 0.000 description 2
- 239000002002 slurry Substances 0.000 description 2
- 239000002689 soil Substances 0.000 description 2
- 244000025254 Cannabis sativa Species 0.000 description 1
- 235000012766 Cannabis sativa ssp. sativa var. sativa Nutrition 0.000 description 1
- 235000012765 Cannabis sativa ssp. sativa var. spontanea Nutrition 0.000 description 1
- 238000009825 accumulation Methods 0.000 description 1
- 238000004873 anchoring Methods 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 229910000278 bentonite Inorganic materials 0.000 description 1
- 239000000440 bentonite Substances 0.000 description 1
- SVPXDRXYRYOSEX-UHFFFAOYSA-N bentoquatam Chemical compound O.O=[Si]=O.O=[Al]O[Al]=O SVPXDRXYRYOSEX-UHFFFAOYSA-N 0.000 description 1
- 235000009120 camo Nutrition 0.000 description 1
- 239000011083 cement mortar Substances 0.000 description 1
- 235000005607 chanvre indien Nutrition 0.000 description 1
- 239000003795 chemical substances by application Substances 0.000 description 1
- 239000003365 glass fiber Substances 0.000 description 1
- 239000011487 hemp Substances 0.000 description 1
- 230000003116 impacting 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
- E21D9/06—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21B—EARTH OR ROCK DRILLING; OBTAINING OIL, GAS, WATER, SOLUBLE OR MELTABLE MATERIALS OR A SLURRY OF MINERALS FROM WELLS
- E21B33/00—Sealing or packing boreholes or wells
- E21B33/10—Sealing or packing boreholes or wells in the borehole
- E21B33/13—Methods or devices for cementing, for plugging holes, crevices or the like
-
- 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
- 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
-
- 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
- E21D11/38—Waterproofing; Heat insulating; Soundproofing; Electric insulating
-
- 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
- E21D9/001—Improving soil or rock, e.g. by freezing; Injections
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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
- E21F17/00—Methods or devices for use in mines or tunnels, not covered elsewhere
- E21F17/103—Dams, e.g. for ventilation
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- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- Geology (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Structural Engineering (AREA)
- Environmental & Geological Engineering (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Physics & Mathematics (AREA)
- Fluid Mechanics (AREA)
- Soil Sciences (AREA)
- Excavating Of Shafts Or Tunnels (AREA)
Abstract
The invention relates to the technical field of tunnel construction, in particular to a RATB combined type shield receiving construction method. The construction method comprises the following construction steps of S1, arranging sleeve valve pipes on the ground surface corresponding to the underground excavation section along two sides of the tunnel 8, and grouting the ground surface subsidence area and the shield receiving section; s2, grouting a horizontal advanced curtain in the hole; s3, arranging a precipitation well 1 and precipitating well pipes; s4, secretly digging a receiving end; s5, arranging a plugging wall 2; and S6, performing back pressure backfill after the construction of the blocking wall 2 is finished. The construction method has the advantages of wide range, advanced technology, high safety performance, flexible combination of processes according to different working conditions, better adaptability, complementary advantages of the reinforcement method and the tunnel door sealing device, tight combination, good continuity of procedure connection and high reliability. The invention is mainly applied to the shield receiving construction aspect.
Description
Technical Field
The invention relates to the technical field of tunnel construction, in particular to a RATB combined type shield receiving construction method.
Background
The long-distance diversion tunnel is more and more widely applied to hydraulic engineering projects. Meanwhile, due to the improvement of the mechanization degree, the shield construction method is more and more applied to hydraulic engineering. With the maturity of the shield construction technology and the accumulation of construction experience, the engineering safety is obviously improved, but the shield launching and receiving are still the maximum risk points of the shield construction. The shield starting and receiving accidents are still endless, and the shield machine, the station and the interval are seriously submerged, so that great economic loss is caused, and the personnel safety is endangered.
Disclosure of Invention
In order to overcome the defects in the prior art, the invention provides the RATB combined type shield receiving construction method which adopts targeted measures for general unsafe factors of construction sections, is mature in construction technology, good in effect of various process combinations and improves construction safety.
In order to solve the technical problems, the technical scheme adopted by the invention is as follows:
the RATB combined type shield receiving construction method comprises the following steps:
s1, arranging sleeve valve pipes on the ground surface corresponding to the underground excavation section along the two sides of the tunnel, and grouting the ground surface subsidence area and the shield receiving section;
s2, grouting a horizontal advanced curtain in the hole;
s3, arranging a precipitation well and precipitating well pipes;
s4, secretly digging a receiving end;
s5, arranging a plugging wall;
and S6, performing back pressure backfill after the construction of the blocking wall is finished.
In the step S1, sleeve valve pipes are arranged along two sides of the tunnel at the ground surface corresponding to the underground excavation section, a sectional retreating grouting process is adopted to perform grouting on the ground surface subsidence area and the shield receiving section and form a waterproof curtain, and the influence range of tunnel excavation is controlled by combining the micro pile effect of the steel pipes.
And step S2, calibrating the drill hole, drilling after determining the angle, withdrawing the drill hole to perform grouting construction after drilling the depth of 5-10 m each time, drilling the drill hole for 5-10 m after grouting reaches the design end standard, performing grouting again after drilling the drill hole for 5-10 m, circulating the steps until the drill hole is drilled and injected to the design depth, and properly adjusting the length of the drill hole section according to the geological conditions in the construction.
In the step S3, 4 dewatering wells are arranged, the through mileage is arranged in the front and back, 2 dewatering wells are arranged on two sides of the through mileage in a square mode, the well spacing is 10m along the direction of the tunnel, 5m outside the tunnel walls on two sides of the tunnel, and the dewatering well depth is 50 m.
And step S4, grouting and reinforcing the earth surface of the shield receiving section, grouting a full-section curtain of a core of the underground excavation section in the tunnel, dividing the tunnel into four areas, excavating guide tunnels in sequence, constructing primary supports, chiseling temporary support partition walls after primary linings are sealed into rings, and constructing an inverted arch waterproof layer, a concrete protective layer and a bottom plate secondary lining structure.
In the step S5, after the tunnel is tunneled to the through surface, the tunnel face is closed by a full-face concrete retaining wall, and the retaining wall concrete is C20 concrete and has a thickness of 1.5 m.
In the step S6, after the construction of the blocking wall is finished, the back pressure backfill work is carried out in time, the muck outside the hole is pulled to be close to the through surface by a muck discharging vehicle, the loader is matched with the excavator to pile up the muck, the top is blocked by adopting a manual piling sand bag, and the back pressure backfill length is controlled to be 10 m.
The sleeve valve pipe grouting sequence is carried out according to a divergent-constraint grouting principle, the grouting construction operation is carried out after external grouting, internal grouting and alternate hole jumping, detailed grouting records are required to be made in the grouting process, the gel time of the grout is measured, and the grouting construction effect is ensured.
And a high-pressure gate valve is required to be arranged before the grouting orifice pipe is arranged, and drilling and grouting construction is carried out through the high-pressure gate valve.
The well pipes of the dewatering well are all made of steel welded pipes, the pipe diameter is 280mm, the top of the upper well pipe is 0.2m higher than the ground, the dewatering well is filled with quartz round gravel annularly from the bottom of the well to a pressure-bearing water-containing section of 10m to form a good artificial reversed filter layer, clay balls are filled annularly within the range of 10m to perform hole sealing outside the pipe, the upper layer diving and the lower part pressure-bearing water are sealed, and the phenomenon that the ground is excessively settled due to drainage consolidation after the diving is drained is avoided.
Compared with the prior art, the invention has the beneficial effects that:
the method for receiving the RATB combined type shield in the tunnel provides a safe working surface for the shield machine to smoothly receive and disintegrate in the tunnel by using the undercut method at the receiving end, compared with the conventional tunnel portal steel ring receiving scheme, the method is simpler and more convenient to operate, not only overcomes the defect that the water-rich sandy gravel mixed soil layer is deeply buried in the shield tunnel disintegration method, but also reduces the shield receiving risk by combining a plurality of mature processes, and obtains good economic benefit and social benefit.
Drawings
FIG. 1 is a construction flow chart of the present invention;
FIG. 2 is a schematic illustration of a well casing precipitation according to the present invention;
FIG. 3 is a view of a shield receiving end undercut planing surface of the present invention;
FIG. 4 is a schematic longitudinal cross-sectional view of the back-pressure backfill of the present invention;
in the figure: the method comprises the following steps of 1, 2, 3, 4, 5, 6, 7 and 8, wherein the precipitation well is used as a precipitation well, the blocking wall is used as a blocking wall, the first area is used as a first blocking wall, and the second area is used as a second blocking wall.
Detailed Description
The technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the drawings in the embodiments of the present invention, and it is obvious that the described embodiments are only a part of the embodiments of the present invention, and not all of the embodiments. 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 invention.
The RATB combined type shield receiving construction method comprises the following steps:
s1, arranging sleeve valve pipes on the ground surface corresponding to the underground excavation section along two sides of the tunnel 8, and grouting the ground surface subsidence area and the shield receiving section; s2, grouting a horizontal advanced curtain in the hole; s3, arranging a precipitation well 1 and precipitating well pipes; s4, secretly digging a receiving end; s5, arranging a plugging wall 2; and S6, performing back pressure backfill after the construction of the blocking wall 2 is finished.
Preferably, in step S1, sleeve valve pipes are arranged on the ground surface corresponding to the undercut section along two sides of the tunnel 8, a sectional retreating grouting process is adopted to perform grouting on the ground surface subsidence area and the shield receiving section and form a waterproof curtain, the influence range of the excavation of the tunnel 8 is controlled by combining the micro pile effect of steel pipes, 89 grouting holes are designed for the sleeve valve pipe workers, wherein 45 grouting holes are arranged in the ground surface subsidence area, the grouting holes are arranged in a quincunx pattern according to 2m × 2m in a planar manner, 44 grouting holes are arranged on two sides of the shield receiving section tunnel 8 and are arranged 1.5m outside an excavation outline of the tunnel 8, 2 rows are arranged on each side, the row spacing is 1m, the longitudinal hole spacing is 1.5m, the longitudinal reinforcement range is 16m, the planar reinforcement range of the ground surface subsidence area is 3m outside a center line of the tunnel 8 to 6m outside a side line of the subsidence side tunnel 8, the longitudinal reinforcement range is 10m, the vertical reinforcement range is from the ground surface to above an arch, the vertical reinforcement range is from the ground surface to 1m below the arch, the vertical reinforcement range is adopted, and the.
Preferably, in step S2, an advanced deep hole grouting reinforcement mode is adopted, 20m longitudinal length is reinforced by circulating advanced grouting, the reinforcement range is 4m outside the primary support contour line, two grouting sections are arranged in total, 57 grouting holes are formed, wherein 18 hole repairing sections and 39 hole finishing sections are formed, a drill hole is calibrated, a drill bit with the diameter of 130mm is used for drilling after the angle is determined, the drill hole is drilled to 1.8m, a 2m hole opening pipe is installed, the hole opening pipe is processed by a seamless steel pipe with the diameter of 108mm and the wall thickness of 4mm, the pipe length is 2.0m, a hemp thread with the length of 50-80 cm is wound on the outer wall of the hole opening pipe to form a spindle shape, a drilling machine is used for impacting to the designed depth, and the hole opening pipe is anchored by an anchoring agent so as to ensure that the hole opening pipe is installed firmly and. During grouting, after drilling the depth of 5-10 m each time, withdrawing the drill to perform grouting construction, drilling the drill again for 5-10 m after grouting reaches the design end standard, performing grouting, and circulating the steps until the drilling and grouting reaches the design depth, wherein the drilling and grouting section length can be properly adjusted according to geological conditions during construction.
Preferably, in step S3, 4 dewatering wells 1 are arranged, the through mileage is arranged in front of and behind, 2 dewatering wells are arranged on two sides of the through mileage in a square mode, the well spacing is 10m along the direction of the tunnel, 5m outside the tunnel walls on two sides of the tunnel, the dewatering wells 1 are 50m deep, and the hole diameter of the well drilling is 600 mm.
Preferably, in step S4, grouting and reinforcing the earth surface of the shield receiving segment, grouting a full-face curtain of the core of the underground excavation segment in the tunnel, and dividing the tunnel into four regions: the method comprises the steps of excavating pilot tunnels in a first area 3, a second area 4, a third area 5 and a fourth area 6 in sequence, staggering 5-7 m in front and back pilot tunnel construction, constructing primary support, chiseling a temporary support partition wall after primary lining is closed to form a ring, constructing an inverted arch waterproof layer, a concrete protective layer and a bottom plate secondary lining structure, and implementing shield receiving after structural strength meets requirements.
Preferably, in step S5, after the tunnel is tunneled to the through-plane, the tunnel face is closed by a full-face concrete retaining wall, the retaining wall concrete is C20 concrete and has a thickness of 1.5m, and glass fiber ribs are arranged in the retaining wall.
Preferably, in step S6, the back pressure backfill is performed in time after the completion of the work of the blocking wall 2, the muck 7 outside the tunnel is pulled to the vicinity of the through surface by the muck discharging vehicle, the loader is matched with the excavator to pile up the muck, the top is blocked by manually piling up sand bags, and the back pressure backfill length is controlled to be 10 m.
Preferably, tools such as a total station instrument, a steel ruler and the like are adopted to determine grouting hole positions according to design requirements, a geological drilling machine is adopted to drill holes in a mode that the marked hole positions are perpendicular to the ground, bentonite slurry retaining walls are adopted during drilling, partial sleeve retaining walls are used in the hole positions prone to collapse, detailed drilling hole recording is paid attention, and geological description is carried out on the drilled holes so as to change and guide grouting operation construction in the next step in time. After the hole is formed, the drill rod is withdrawn firstly, sleeve valve pipes are welded section by section and then are placed to the bottom of the hole, and sleeve shell materials are injected, wherein the ratio of the sleeve shell materials to the ash to the soil is = 1.6: 1; and quick-setting cement mortar is filled in the orifice part to prevent slurry return during grouting. And adopting a retreating type sectional grouting process in a single-hole grouting mode, namely grouting from the hole bottom in a grouting section, wherein the length of the grouting section is 0.6-1 m each time, retreating a grouting core pipe after the first grouting section is finished, and performing grouting in a second grouting section until grouting in the grouting section is finished. The sleeve valve pipe grouting sequence is carried out according to a divergent-constraint grouting principle, the grouting construction operation is carried out after external grouting, internal grouting and alternate hole jumping, detailed grouting records are required to be made in the grouting process, the gel time of the grout is measured, and the grouting construction effect is ensured.
Preferably, a high-pressure gate valve is required to be installed before the grouting orifice pipe is installed, and drilling and grouting construction is carried out through the high-pressure gate valve.
Preferably, the well pipes of the dewatering well 1 are all steel welded pipes, the pipe diameter is 280mm, the top of the upper well pipe is 0.2m higher than the ground, the dewatering well 1 is filled with quartz round gravel annularly from the bottom of the well to a pressure-bearing water-containing section of 10m to form a good artificial reversed filter layer, clay balls are filled annularly within the range of 10m to perform hole sealing outside the pipe, the upper layer diving is sealed from the lower part pressure-bearing water, and the phenomenon that the ground is excessively settled due to drainage consolidation after the diving is drained is avoided.
Although only the preferred embodiments of the present invention have been described in detail, the present invention is not limited to the above embodiments, and various changes can be made without departing from the spirit of the present invention within the knowledge of those skilled in the art, and all changes are encompassed in the scope of the present invention.
Claims (10)
- The RATB combined type shield receiving construction method is characterized by comprising the following steps:s1, arranging sleeve valve pipes on the ground surface corresponding to the underground excavation section along the two sides of the tunnel, and grouting the ground surface subsidence area and the shield receiving section;s2, grouting a horizontal advanced curtain in the hole;s3, arranging a precipitation well and precipitating well pipes;s4, secretly digging a receiving end;s5, arranging a plugging wall;and S6, performing back pressure backfill after the construction of the blocking wall is finished.
- 2. The RATB combined type shield receiving construction method according to claim 1, characterized in that: in the step S1, sleeve valve pipes are arranged along two sides of the tunnel at the ground surface corresponding to the underground excavation section, a sectional retreating grouting process is adopted to perform grouting on the ground surface subsidence area and the shield receiving section and form a waterproof curtain, and the influence range of tunnel excavation is controlled by combining the micro pile effect of the steel pipes.
- 3. The RATB combined type shield receiving construction method according to claim 1, characterized in that: and step S2, calibrating the drill hole, drilling after determining the angle, withdrawing the drill hole to perform grouting construction after drilling the depth of 5-10 m each time, drilling the drill hole for 5-10 m after grouting reaches the design end standard, performing grouting again after drilling the drill hole for 5-10 m, circulating the steps until the drill hole is drilled and injected to the design depth, and properly adjusting the length of the drill hole section according to the geological conditions in the construction.
- 4. The RATB combined type shield receiving construction method according to claim 1, characterized in that: in the step S3, 4 dewatering wells are arranged, the through mileage is arranged in the front and back, 2 dewatering wells are arranged on two sides of the through mileage in a square mode, the well spacing is 10m along the direction of the tunnel, 5m outside the tunnel walls on two sides of the tunnel, and the dewatering well depth is 50 m.
- 5. The RATB combined type shield receiving construction method according to claim 1, characterized in that: and step S4, grouting and reinforcing the earth surface of the shield receiving section, grouting a full-section curtain of a core of the underground excavation section in the tunnel, dividing the tunnel into four areas, excavating guide tunnels in sequence, constructing primary supports, chiseling temporary support partition walls after primary linings are sealed into rings, and constructing an inverted arch waterproof layer, a concrete protective layer and a bottom plate secondary lining structure.
- 6. The RATB combined type shield receiving construction method according to claim 1, characterized in that: in the step S5, after the tunnel is tunneled to the through surface, the tunnel face is closed by a full-face concrete retaining wall, and the retaining wall concrete is C20 concrete and has a thickness of 1.5 m.
- 7. The RATB combined type shield receiving construction method according to claim 1, characterized in that: in the step S6, after the construction of the blocking wall is finished, the back pressure backfill work is carried out in time, the muck outside the hole is pulled to be close to the through surface by a muck discharging vehicle, the loader is matched with the excavator to pile up the muck, the top is blocked by adopting a manual piling sand bag, and the back pressure backfill length is controlled to be 10 m.
- 8. The RATB combined type shield receiving construction method according to claim 2, characterized in that: the sleeve valve pipe grouting sequence is carried out according to a divergent-constraint grouting principle, the grouting construction operation is carried out after external grouting, internal grouting and alternate hole jumping, detailed grouting records are required to be made in the grouting process, the gel time of the grout is measured, and the grouting construction effect is ensured.
- 9. The RATB combined shield receiving construction method according to claim 3, characterized in that: and a high-pressure gate valve is required to be arranged before the grouting orifice pipe is arranged, and drilling and grouting construction is carried out through the high-pressure gate valve.
- 10. The RATB combined shield receiving construction method according to claim 4, characterized in that: the well pipes of the dewatering well are all made of steel welded pipes, the pipe diameter is 280mm, the top of the upper well pipe is 0.2m higher than the ground, the dewatering well is filled with quartz round gravel annularly from the bottom of the well to a pressure-bearing water-containing section of 10m to form a good artificial reversed filter layer, clay balls are filled annularly within the range of 10m to perform hole sealing outside the pipe, the upper layer diving and the lower part pressure-bearing water are sealed, and the phenomenon that the ground is excessively settled due to drainage consolidation after the diving is drained is avoided.
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202010235336.1A CN111396066A (en) | 2020-03-30 | 2020-03-30 | RATB combined shield receiving construction method |
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| Application Number | Priority Date | Filing Date | Title |
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| CN202010235336.1A CN111396066A (en) | 2020-03-30 | 2020-03-30 | RATB combined shield receiving construction method |
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| JP2015098676A (en) * | 2013-11-18 | 2015-05-28 | 大成建設株式会社 | Construction method of shield tunnel |
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