CN112412481A - Starting method of shield special-shaped extension steel ring - Google Patents
Starting method of shield special-shaped extension steel ring Download PDFInfo
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- CN112412481A CN112412481A CN202011496872.3A CN202011496872A CN112412481A CN 112412481 A CN112412481 A CN 112412481A CN 202011496872 A CN202011496872 A CN 202011496872A CN 112412481 A CN112412481 A CN 112412481A
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- 229910000831 Steel Inorganic materials 0.000 title claims abstract description 67
- 239000010959 steel Substances 0.000 title claims abstract description 67
- 238000000034 method Methods 0.000 title claims abstract description 41
- 239000002689 soil Substances 0.000 claims abstract description 32
- 230000005641 tunneling Effects 0.000 claims abstract description 23
- 230000003014 reinforcing effect Effects 0.000 claims abstract description 18
- 230000002787 reinforcement Effects 0.000 claims abstract description 6
- 239000000463 material Substances 0.000 claims abstract description 4
- 238000003466 welding Methods 0.000 claims description 17
- 239000004744 fabric Substances 0.000 claims description 11
- 239000000945 filler Substances 0.000 claims description 9
- 238000010276 construction Methods 0.000 claims description 8
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 8
- 238000009412 basement excavation Methods 0.000 claims description 7
- 238000009434 installation Methods 0.000 claims description 5
- 229910000278 bentonite Inorganic materials 0.000 claims description 3
- 239000000440 bentonite Substances 0.000 claims description 3
- SVPXDRXYRYOSEX-UHFFFAOYSA-N bentoquatam Chemical compound O.O=[Si]=O.O=[Al]O[Al]=O SVPXDRXYRYOSEX-UHFFFAOYSA-N 0.000 claims description 3
- 238000005553 drilling Methods 0.000 claims description 3
- 239000010881 fly ash Substances 0.000 claims description 3
- 238000007689 inspection Methods 0.000 claims description 3
- 239000000203 mixture Substances 0.000 claims description 3
- 239000004570 mortar (masonry) Substances 0.000 claims description 3
- 238000005070 sampling Methods 0.000 claims description 3
- 239000002893 slag Substances 0.000 claims description 3
- 238000005507 spraying Methods 0.000 claims description 3
- 230000000977 initiatory effect Effects 0.000 claims 4
- 238000007789 sealing Methods 0.000 abstract description 4
- 230000005856 abnormality Effects 0.000 abstract description 3
- 230000009286 beneficial effect Effects 0.000 abstract description 2
- 238000005516 engineering process Methods 0.000 description 2
- 239000011435 rock Substances 0.000 description 2
- 239000013049 sediment Substances 0.000 description 1
- 238000007569 slipcasting Methods 0.000 description 1
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Classifications
-
- 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
- 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
-
- 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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- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Architecture (AREA)
- Structural Engineering (AREA)
- Environmental & Geological Engineering (AREA)
- Civil Engineering (AREA)
- Excavating Of Shafts Or Tunnels (AREA)
Abstract
The invention discloses a starting method of a shield special-shaped extension steel ring, which comprises the steps of reinforcing a tunnel portal, underground shaft descending a shield, translating, turning, mounting a special-shaped steel ring and a reaction frame, primarily supporting and chiseling a tunnel portal, mounting a negative ring, pushing a cutter head to a tunnel face, filling materials in a special-shaped triangular area, checking and accepting a starting node and starting and tunneling the shield. The invention has the beneficial effects that: the method has the advantages that the soil body after being reinforced is guaranteed to have good self-supporting performance, sealing performance and homogeneity, the structure used by the method is guaranteed to be stable, the strength of the connecting part is improved, the connecting fracture caused by overlarge underground pressure is prevented, the condition of chiseling of the tunnel portal is conveniently observed in real time, the operation safety is improved, and when an abnormality occurs, the soil body outside the cast-in-place pile can be effectively prevented from collapsing, grouting reinforcement is conducted as soon as possible, and loss and risk cost are reduced.
Description
Technical Field
The invention relates to a construction method, in particular to a starting method of a shield special-shaped extension steel ring, and belongs to the technical field of construction.
Background
The shield construction method is that a tunnel is constructed (paved) by a tunneling machine while tunneling, and is different from an open construction method, and internationally, the generalized shield machine can also be used for rock strata and is only different from an open (non-shield method) tunnel tunneling machine. In China, the tunnel boring machine used for soft soil stratum is customarily called (narrow sense) shield machine, the tunnel boring machine used for rock stratum is called (narrow sense) TBM, the shield machine is generally divided into a hand-driving shield, a squeezing shield, a semi-mechanical shield (local air pressure and global air pressure), a mechanical shield (a chest-opening cutting shield, an air pressure shield, a muddy water pressure shield, a soil pressure balance shield, a mixed shield and a special shield) according to the working principle
However, the existing shield technology cannot be well used in various different terrains, for example, the underground water layer is more, and the shield technology needs to be improved and used to carry out efficient construction.
Disclosure of Invention
The invention aims to solve the problems and provide a starting method of a shield special-shaped extension steel ring.
The invention realizes the purpose through the following technical scheme: a starting method of a shield special-shaped extension steel ring comprises the following steps:
step A: reinforcing the opening, and reinforcing the starting end by adopting large pipe shed deep hole grouting;
and B: the method comprises the following steps that (1) a shield is driven to go into a well, translate and rotate, a section begins to translate from a shield well shaft through an originating base, and translates on a track through linear translation and rotary translation (a rotating platform is arranged), and a linear section shield machine translates on the track through a welding hub;
and C: the method comprises the following steps of installing the special-shaped steel ring and a reaction frame, determining a line central line in a foundation pit before the steel ring is installed, hoisting and lowering the steel ring (a lower semicircle) in a shield well on the ground, translating to an initial position to enable the center of a steel sleeve to be superposed with the line central line determined in advance, welding the steel ring with a portal pre-embedded steel ring in a sectional spot welding mode to enable the steel ring to be stable, hoisting and installing an upper semicircle in sequence, fastening connecting bolts in sequence after the steel ring is installed, checking and tightening, fixing two sides of the steel ring, and selecting a portal reaction frame for installation;
step D: the method comprises the following steps of 1, chiseling a portal, carrying out horizontal drilling sampling inspection on a soil body reinforcing effect before the portal is broken, judging underground water seepage conditions, making a decision whether to carry out secondary grouting reinforcement according to the seepage conditions of underground water, breaking a primary support structure with a translation channel of 350mm in thickness, and carrying out block breaking from top to bottom, wherein plain concrete can be used for back spraying after each block is broken;
step E: installing a negative ring, pushing the cutter head to the face, installing the steel ring and the reaction frame, and after the shield tunneling machine is debugged, installing the negative ring and pushing the shield tunneling machine forward until the face of the cutter head panel is close to the face of the tunnel portal on one side but the face is not cut;
step F: the shield tunneling machine is pushed forwards until the face plate of the cutter head is close to the face of one side of the tunnel portal, the triangular area in the steel ring is filled with filler, the filler is a mixture of bentonite and fly ash mortar, and the strength and toughness of the filler are close to those of a reinforced soil body through trial matching;
step G: the originating node checks and accepts, and all links of the method are checked and accepted;
step H: the shield starts to dig, and the excavation stage starts, utilizes undercut positive line and cross passage to carry out dregs, section of jurisdiction transportation, and the cross passage is first floor installation band conveyer is used for dregs transportation, and the second floor uses fork truck transportation section of jurisdiction etc. material, and after the shield finishes initial tunnelling 100 meters, will extend 10 ring canals of jurisdiction vertically tensioning in steel ring and the entrance to a cave scope, demolish negative ring section of jurisdiction, start base and reaction frame.
Preferably, in order to ensure the accuracy of the calculated data and ensure that the reinforced soil body has good self-supporting property, sealing property and homogeneity, in the step a, the specification of the large pipe shed is that the double-row diameter is 219mm @450mm, and L is 8 m-14.5 m, when the deep hole grouting is performed, the reinforcing width is 3m on each side of the shield tunnel structure, the vertical reinforcing range is 3m above and below the shield tunnel structure, and the length along the tunnel direction is 8 m.
Preferably, in order to ensure that the structure used by the method is stable, improve the strength of the connection part and prevent the connection fracture caused by overlarge underground pressure, in the step C, whether the center line of the shield machine is overlapped is checked, the steel ring and the steel ring are welded and connected through an arc-shaped plate, a welding seam is fully welded along the inner side and the outer side of one circle of the steel ring, the total width of the reaction frame is 2.25m, the portal frame is composed of two steel structures (the reaction ring and the support ring), and the connection mode adopts bolt welding.
Preferably, for the convenience of the condition of observing the portal chisel removal in real time, improve the security of operation, when unusual the emergence, can effectively prevent that the outer soil body of bored concrete pile from collapsing, carry out the slip casting as early as possible and consolidate, reduce loss and risk cost, in step D, the portal chisel in-process is noticed and is observed the curtain cloth rubber slab, and the curtain cloth rubber slab is crushed to the concrete sediment of avoiding falling, and the portal breaks and removes the scaffold frame after finishing the construction, assembles the negative ring section of jurisdiction fast, makes shield structure machine contact excavation face.
Preferably, in order to avoid that the grouting pressure is too high, otherwise, the curtain cloth of the hole is damaged, the pipeline is convenient to inspect, the pipeline fault is convenient to find out quickly, and the stable pressure operation of the pipeline is ensured, in the step H, the propelling speed, the soil bin pressure and the grouting pressure of the shield are correspondingly adjusted in the initial tunneling section, the propelling average speed is 20mm/min, and the peak value is not more than 35 mm/min; loading the soil bin pressure after the hole door is plugged: 0.05-0.08 MPa, one statistic must be made for the soil output of each ring, and the phenomenon that how much soil is output in each ring is unknown is absolutely not allowed; and the grouting pressure cannot be too high during initial tunneling, and is controlled to be 0.1-0.3 MPa.
The invention has the beneficial effects that: the starting method of the shield special-shaped extension steel ring is reasonable in design, in the step A, the specification of a large pipe shed is that the diameter of double rows is 219mm @450mm, L is 8 m-14.5 m, the reinforcing width is 3m on each side of the shield tunnel structure during deep hole grouting, the vertical reinforcing range is 3m above and below the shield tunnel structure, the length along the tunnel direction is 8m, the accuracy of calculated data is ensured, the reinforced soil body has good self-supporting performance, sealing performance and homogeneity, in the step C, whether the central line of the shield machine is overlapped with the central line of the shield machine needs to be checked, the steel ring and the steel ring are welded through an arc plate, a welding seam is fully welded along the inner side and the outer side of the steel ring, the total width of a reaction frame is 2.25m, a portal frame is composed of two steel structures (the reaction ring and a support ring), the connection mode adopts bolt welding, the structure used by the method is ensured to be stable, the strength of a connection part is improved, and the connection fracture, in the step D, in the process of portal chiseling, attention is paid to observing the curtain cloth rubber plate, the curtain cloth rubber plate is prevented from being crushed by falling concrete slag, a scaffold is dismantled after portal chiseling construction is finished, a negative ring duct piece is quickly assembled, so that a shield machine is in contact with an excavation surface, the portal chiseling condition is conveniently observed in real time, the operation safety is improved, when abnormality occurs, collapse of a soil body outside a cast-in-place pile can be effectively prevented, grouting reinforcement is carried out as soon as possible, loss and risk cost are reduced, in the step H, in an initial tunneling section, the propelling speed, the soil bin pressure and the grouting pressure of the shield are correspondingly adjusted, the average propelling speed is 20mm/min, and the peak value is not more than 35 mm/min; loading the soil bin pressure after the hole door is plugged: 0.05-0.08 MPa, one statistic must be made for the soil output of each ring, and the phenomenon that how much soil is output in each ring is unknown is absolutely not allowed; the grouting pressure can not be too high during initial tunneling, is controlled to be 0.1-0.3 MPa, avoids too high grouting pressure, and otherwise can damage the curtain cloth of the opening, is convenient for checking the pipeline, is convenient for finding out the fault of the pipeline quickly, and ensures the stable-pressure operation of the pipeline.
Drawings
FIG. 1 is a schematic view of the structure of the present invention.
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.
Referring to fig. 1, a starting method of a shield special-shaped extension steel ring includes the following steps:
step A: reinforcing the opening, and reinforcing the starting end by adopting large pipe shed deep hole grouting;
and B: the method comprises the following steps that (1) a shield is driven to go into a well, translate and rotate, a section begins to translate from a shield well shaft through an originating base, and translates on a track through linear translation and rotary translation (a rotating platform is arranged), and a linear section shield machine translates on the track through a welding hub;
and C: the method comprises the following steps of installing the special-shaped steel ring and a reaction frame, determining a line central line in a foundation pit before the steel ring is installed, hoisting and lowering the steel ring (a lower semicircle) in a shield well on the ground, translating to an initial position to enable the center of a steel sleeve to be superposed with the line central line determined in advance, welding the steel ring with a portal pre-embedded steel ring in a sectional spot welding mode to enable the steel ring to be stable, hoisting and installing an upper semicircle in sequence, fastening connecting bolts in sequence after the steel ring is installed, checking and tightening, fixing two sides of the steel ring, and selecting a portal reaction frame for installation;
step D: the method comprises the following steps of 1, chiseling a portal, carrying out horizontal drilling sampling inspection on a soil body reinforcing effect before the portal is broken, judging underground water seepage conditions, making a decision whether to carry out secondary grouting reinforcement according to the seepage conditions of underground water, breaking a primary support structure with a translation channel of 350mm in thickness, and carrying out block breaking from top to bottom, wherein plain concrete can be used for back spraying after each block is broken;
step E: installing a negative ring, pushing the cutter head to the face, installing the steel ring and the reaction frame, and after the shield tunneling machine is debugged, installing the negative ring and pushing the shield tunneling machine forward until the face of the cutter head panel is close to the face of the tunnel portal on one side but the face is not cut;
step F: the shield tunneling machine is pushed forwards until the face plate of the cutter head is close to the face of one side of the tunnel portal, the triangular area in the steel ring is filled with filler, the filler is a mixture of bentonite and fly ash mortar, and the strength and toughness of the filler are close to those of a reinforced soil body through trial matching;
step G: the originating node checks and accepts, and all links of the method are checked and accepted;
step H: the shield starts to dig, and the excavation stage starts, utilizes undercut positive line and cross passage to carry out dregs, section of jurisdiction transportation, and the cross passage is first floor installation band conveyer is used for dregs transportation, and the second floor uses fork truck transportation section of jurisdiction etc. material, and after the shield finishes initial tunnelling 100 meters, will extend 10 ring canals of jurisdiction vertically tensioning in steel ring and the entrance to a cave scope, demolish negative ring section of jurisdiction, start base and reaction frame.
In the step A, the specification of a large pipe shed is that the diameter of double rows is 219mm @450mm, L is 8 m-14.5 m, when deep hole grouting is carried out, the reinforcing width is 3m on each side of the shield tunnel structure, the vertical reinforcing range is 3m above and below the shield tunnel structure, the length along the tunnel direction is 8m, the accuracy of calculated data is ensured, and the reinforced soil body has good self-supporting property, sealing property and homogeneity, in the step C, whether the central line is overlapped with the central line reached by the shield machine needs to be checked, the steel ring and the steel ring are connected through arc-shaped plate welding, a welding seam is fully welded along the inner side and the outer side of one circle of the steel ring, the total width of a reaction frame is 2.25m, a portal frame is composed of two steel structures (the reaction ring and a support ring), the connection mode adopts bolt welding, the stability of the structure used by the method is ensured, the strength of a connection part is improved, the connection fracture caused by overlarge underground pressure, in the tunnel portal chiseling process, attention is paid to observing the curtain cloth rubber plate, the curtain cloth rubber plate is prevented from being crushed by falling concrete slag, a scaffold is dismantled after the tunnel portal chiseling process is finished, negative ring duct pieces are quickly assembled, so that the shield tunneling machine is in contact with an excavation surface, the tunnel portal chiseling condition is conveniently observed in real time, the operation safety is improved, when an abnormality occurs, the soil mass outside a cast-in-place pile can be effectively prevented from collapsing, grouting reinforcement is carried out as soon as possible, and loss and risk cost are reduced, in the step H, the propelling speed, the soil bin pressure and the grouting pressure of the shield are correspondingly adjusted in the initial tunneling section, the propelling average speed is 20mm/min, and the peak value is not more than 35 mm/min; loading the soil bin pressure after the hole door is plugged: 0.05-0.08 MPa, one statistic must be made for the soil output of each ring, and the phenomenon that how much soil is output in each ring is unknown is absolutely not allowed; the grouting pressure can not be too high during initial tunneling, is controlled to be 0.1-0.3 MPa, avoids too high grouting pressure, and otherwise can damage the curtain cloth of the opening, is convenient for checking the pipeline, is convenient for finding out the fault of the pipeline quickly, and ensures the stable-pressure operation of the pipeline.
It will be evident to those skilled in the art that the invention is not limited to the details of the foregoing illustrative embodiments, and that the present invention may be embodied in other specific forms without departing from the spirit or essential attributes thereof. The present embodiments are therefore to be considered in all respects as illustrative and not restrictive, the scope of the invention being indicated by the appended claims rather than by the foregoing description, and all changes which come within the meaning and range of equivalency of the claims are therefore intended to be embraced therein. Any reference sign in a claim should not be construed as limiting the claim concerned.
Furthermore, it should be understood that although the present description refers to embodiments, not every embodiment may contain only a single embodiment, and such description is for clarity only, and those skilled in the art should integrate the description, and the embodiments may be combined as appropriate to form other embodiments understood by those skilled in the art.
Claims (5)
1. The starting method of the shield special-shaped extension steel ring is characterized by comprising the following steps: the method comprises the following steps:
step A: reinforcing the opening, and reinforcing the starting end by adopting large pipe shed deep hole grouting;
and B: the method comprises the following steps that a shield is driven to go into a well, translate and rotate, a section begins to translate from a shield well shaft through an originating base, and translates on a track through linear translation and rotary translation, and a straight-line-segment shield machine translates on the track through a welding hub;
and C: the method comprises the following steps that (1) a special-shaped steel ring and a reaction frame are installed, before the steel ring is installed, a line central line is determined in a foundation pit, the steel ring is hoisted and placed in a shield well on the ground, the steel ring is translated to an initial position, the center of a steel sleeve is overlapped with the line central line determined in advance, sectional spot welding is carried out on the steel ring and is welded with a portal embedded steel ring to enable the steel ring to be stable, then a semicircle is hoisted and installed in sequence, after the steel ring is installed, connecting bolts are fastened in sequence and then need to be checked and tightened again, then two sides of the steel ring are fixed, and a portal reaction frame;
step D: the method comprises the following steps of 1, chiseling a portal, carrying out horizontal drilling sampling inspection on a soil body reinforcing effect before the portal is broken, judging underground water seepage conditions, making a decision whether to carry out secondary grouting reinforcement according to the seepage conditions of underground water, breaking a primary support structure with a translation channel of 350mm in thickness, and carrying out block breaking from top to bottom, wherein plain concrete can be used for back spraying after each block is broken;
step E: installing a negative ring, pushing the cutter head to the face, installing the steel ring and the reaction frame, and after the shield tunneling machine is debugged, installing the negative ring and pushing the shield tunneling machine forward until the face of the cutter head panel is close to the face of the tunnel portal on one side but the face is not cut;
step F: the shield tunneling machine is pushed forwards until the face plate of the cutter head is close to the face of one side of the tunnel portal, the triangular area in the steel ring is filled with filler, the filler is a mixture of bentonite and fly ash mortar, and the strength and toughness of the filler are close to those of a reinforced soil body through trial matching;
step G: the originating node checks and accepts, and all links of the method are checked and accepted;
step H: the shield starts to dig, and the excavation stage starts, utilizes undercut positive line and cross passage to carry out dregs, section of jurisdiction transportation, and the cross passage is first floor installation band conveyer is used for dregs transportation, and the second floor uses fork truck transportation section of jurisdiction etc. material, and after the shield finishes initial tunnelling 100 meters, will extend 10 ring canals of jurisdiction vertically tensioning in steel ring and the entrance to a cave scope, demolish negative ring section of jurisdiction, start base and reaction frame.
2. The method for initiating the shield special-shaped extension steel ring according to claim 1, wherein the method comprises the following steps: in the step A, the specification of the large pipe shed is that the diameter of double rows is 219mm @450mm, L is 8 m-14.5 m, the reinforcing width is 3m on each side of the shield tunnel structure during deep hole grouting, the vertical reinforcing range is 3m above and below the shield tunnel structure, and the length along the tunnel direction is 8 m.
3. The method for initiating the shield special-shaped extension steel ring according to claim 1, wherein the method comprises the following steps: and C, whether the center line of the shield machine coincides with the center line of the shield machine is required to be checked, the steel ring is welded and connected with the steel ring through an arc-shaped plate, a welding seam is fully welded along the inner side and the outer side of one circle of the steel ring, the total width of the reaction frame is 2.25m, the portal frame is composed of two steel structures, and the connection mode is bolt welding.
4. The method for initiating the shield special-shaped extension steel ring according to claim 1, wherein the method comprises the following steps: and D, paying attention to observing the cord fabric rubber plate in the process of removing the tunnel portal, avoiding the falling concrete slag from crushing the cord fabric rubber plate, removing the scaffold after the tunnel portal removing construction is finished, and quickly assembling the negative ring duct piece to enable the shield tunneling machine to contact the excavation surface.
5. The method for initiating the shield special-shaped extension steel ring according to claim 1, wherein the method comprises the following steps: in the step H, correspondingly adjusting the propelling speed, the soil bin pressure and the grouting pressure of the shield in the initial tunneling section, wherein the propelling average speed is 20mm/min, and the peak value is not more than 35 mm/min; loading the soil bin pressure after the hole door is plugged: 0.05-0.08 MPa, one statistic must be made for the soil output of each ring, and the phenomenon that how much soil is output in each ring is unknown is absolutely not allowed; and the grouting pressure cannot be too high during initial tunneling, and is controlled to be 0.1-0.3 MPa.
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Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113107501A (en) * | 2021-04-13 | 2021-07-13 | 中铁六局集团有限公司交通工程分公司 | Initial tunneling construction method for portal extension steel ring |
| CN114017043A (en) * | 2021-10-20 | 2022-02-08 | 中铁二十二局集团轨道工程有限公司 | Starting method and equipment utilizing special-shaped steel sleeve for lateral supplement |
| CN115199814A (en) * | 2022-07-19 | 2022-10-18 | 北京城建设计发展集团股份有限公司 | Construction process for oblique jacking pipe receiving end |
| CN121576087A (en) * | 2026-01-27 | 2026-02-27 | 中铁隧道集团二处有限公司 | A method for shield tunneling initiation in confined spaces |
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| CN112012753A (en) * | 2020-09-17 | 2020-12-01 | 江苏西尔德建设工程有限公司 | Shield tunneling machine starting method based on special-shaped extension steel ring |
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2020
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| US5221160A (en) * | 1990-04-26 | 1993-06-22 | Shimizuo Construction Co. | Subterranean connecting method for construction of shield tunnel and connecting apparatus therefor |
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Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN113107501A (en) * | 2021-04-13 | 2021-07-13 | 中铁六局集团有限公司交通工程分公司 | Initial tunneling construction method for portal extension steel ring |
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| CN115199814A (en) * | 2022-07-19 | 2022-10-18 | 北京城建设计发展集团股份有限公司 | Construction process for oblique jacking pipe receiving end |
| CN121576087A (en) * | 2026-01-27 | 2026-02-27 | 中铁隧道集团二处有限公司 | A method for shield tunneling initiation in confined spaces |
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Application publication date: 20210226 |