CN110145314B - Method for dismantling high and large core of extra-large section underground tunnel - Google Patents
Method for dismantling high and large core of extra-large section underground tunnel Download PDFInfo
- Publication number
- CN110145314B CN110145314B CN201910390833.6A CN201910390833A CN110145314B CN 110145314 B CN110145314 B CN 110145314B CN 201910390833 A CN201910390833 A CN 201910390833A CN 110145314 B CN110145314 B CN 110145314B
- Authority
- CN
- China
- Prior art keywords
- tunnel
- core soil
- pilot
- excavating
- core
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Active
Links
- 238000000034 method Methods 0.000 title claims abstract description 33
- 239000002689 soil Substances 0.000 claims abstract description 69
- 238000010276 construction Methods 0.000 claims abstract description 25
- 238000009412 basement excavation Methods 0.000 claims description 23
- 239000011435 rock Substances 0.000 description 11
- 102000001999 Transcription Factor Pit-1 Human genes 0.000 description 8
- 108010040742 Transcription Factor Pit-1 Proteins 0.000 description 8
- 101150054854 POU1F1 gene Proteins 0.000 description 4
- 230000008569 process Effects 0.000 description 4
- 238000005192 partition Methods 0.000 description 3
- 229910000831 Steel Inorganic materials 0.000 description 2
- 238000010586 diagram Methods 0.000 description 2
- 230000000694 effects Effects 0.000 description 2
- 239000000463 material Substances 0.000 description 2
- 230000008520 organization Effects 0.000 description 2
- 230000000750 progressive effect Effects 0.000 description 2
- 239000010959 steel Substances 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000004891 communication Methods 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 238000009440 infrastructure construction Methods 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 238000012544 monitoring process Methods 0.000 description 1
- 230000002787 reinforcement Effects 0.000 description 1
- 230000003014 reinforcing effect Effects 0.000 description 1
- 238000006467 substitution reaction Methods 0.000 description 1
- 230000007306 turnover Effects 0.000 description 1
Images
Classifications
-
- 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
-
- 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
Landscapes
- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Environmental & Geological Engineering (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Lining And Supports For Tunnels (AREA)
Abstract
The invention provides a method for removing high and large core soil of an extra-large section underground tunnel, which comprises the following steps: step 1: excavating longitudinally along the tunnel at the upper part of one side of the upper core soil to form a first pilot pit; the first pilot pit is in a horizontal state; step 2: excavating longitudinally along the tunnel at the other side of the upper core soil to form a second pilot pit in a horizontal state; excavating the upper core soil to form a transverse channel perpendicular to the first and second heading after advancing the first and second heading towards an excavating direction; and step 3: excavating a first pilot pit to form a first step group comprising a plurality of steps, wherein the length of each step forming the first step group is 3-5 m; and 4, step 4: transversely removing the core soil at the upper part to form a step full section with the length of 6 m; and 5: digging down below the second pilot pit to form a second step group comprising a plurality of steps; step 6: excavating a core soil inverted arch and constructing an inverted arch secondary lining; and 7: and (5) carrying out tunnel large-section secondary lining construction.
Description
Technical Field
The invention relates to the field of tunnel construction, in particular to a method for dismantling a high and large core of an extra-large section underground tunnel.
Background
With the increasing pace of development in China, the number of super-large section shallow-buried underground tunnels related to urban rail transit in municipal infrastructure construction is increasing day by day, which becomes a great feature in urban construction, and how to quickly and safely construct urban underground tunnels in urban busy urban areas becomes an urgent problem to be solved.
The prior art mainly comprises the following two methods for digging a tunnel: the common excavation CD method of the underground tunnel with the extra-large section is to divide the large section into a left side wall and a right side wall and perform subsection excavation to finish excavation of the left side wall so as to form a left side support and a temporary middle partition wall support. Still there is great potential safety hazard in its unilateral wall construction, leads to the bias voltage easily when there is the building in the top, and unilateral wall excavation square volume is big, and the later stage mid-board temporary support demolishs the degree of difficulty greatly, and the operation height is high, and the risk is big, and a lateral wall is as the construction passageway simultaneously, and the vehicle business turn over is inconvenient. The common double-side-wall pilot tunnel method has the advantages that the excavation is one-way construction, the interference of an operation surface is large, the construction period of an auxiliary access is too short when the pilot tunnel is used in a subsurface-excavated station, the core soil formed after the pilot tunnels on two sides fall to the ground is too high, the dismantling difficulty is extremely high, and the safety risk is high.
Disclosure of Invention
The invention aims to solve the problems of high risk, high difficulty and difficult temporary support demolition in the prior art for demolishing the high and large core soil of the tunnel, and aims to provide a method for demolishing the high and large core of the undercut tunnel with the extra-large section.
In order to achieve the purpose, the invention adopts the following technical scheme:
a method for dismantling a high and large core of an extra-large section underground tunnel comprises the following steps:
step 1: excavating the upper part of one side of the upper core soil along the longitudinal direction of the tunnel to form a first pilot pit and supporting the upper core soil;
the first pilot tunnel is in a horizontal state, and the core soil at the upper part is positioned in the middle of the upper part of the tunnel;
step 2: excavating the upper part of the other side of the upper core soil along the longitudinal direction of the tunnel to form a second pilot pit in a horizontal state, wherein the horizontal distance between the second pilot pit and the first pilot pit is 15 m;
excavating the upper core soil to form a transverse channel perpendicular to the first and second heading after advancing the first and second heading towards an excavating direction;
and step 3: excavating a first pilot pit to form a first step group comprising a plurality of steps, the first step group having a length of 3-5 m;
and 4, step 4: transversely removing the core soil at the upper part to form a step full section with the length of 6 m;
and 5: digging down below the second pilot pit to form a second step group comprising a plurality of steps;
step 6: excavating a core soil inverted arch and constructing an inverted arch secondary lining;
and 7: and (5) carrying out tunnel large-section secondary lining construction.
Further, in step 1, the horizontal width of the second pilot pit is 8m, and the vertical height of the second pilot pit is 8 m.
Furthermore, after the second pilot tunnel is excavated in the step 2, the remaining width of the core soil at the upper part is 5.6 m.
Further, in the step 5, the second pilot pit and the upper core soil are dug in steps synchronously to form a rectangular step with a width of 14m and a height of 3 m.
Compared with the prior art, the invention has the following beneficial effects:
(1) the working efficiency of construction is improved, particularly the efficiency of removing the large-section core soil is greatly improved, and the total construction period is reduced;
(2) temporary support of large-section core soil is reduced, and cost and process time are saved.
(3) A transverse channel is formed by transversely excavating the upper core soil, so that construction traffic organization is convenient;
(4) the core soil is supported, and the excavation is performed step-like, so that the safety performance of preventing the upper soil from falling is high.
The method is characterized in that when the super-large section is excavated, the first pilot pit on the left side of the upper core soil is constructed in advance, the second pilot pit on the right side of the core soil is pushed and then provided with transverse channels according to the reserved core soil intervals, the first pilot pit on the left side is further pushed step by step in small blocks, the core soil on the middle lower part and the second pilot pit on the right side are synchronously and step-wise excavated downwards to form a plurality of working surfaces, and the construction progress is greatly improved; the central core soil is removed synchronously along with the second pilot tunnel on the right side, so that the problems of difficult removal, high risk and the like of the tall and big core soil are effectively solved; the guide pits on the two side walls are connected through the transverse channel, so that the construction traffic organization is effectively solved; compared with the conventional tunnel excavation method, the excavation method for removing the high and large core soil by reserving the middle partition wall step in the extra-large section underground excavated tunnel can effectively control the risk of removing the high and large core soil, reduce the disturbance of rock mass, save the consumption of various materials and the time consumption of mechanical equipment, and reduce the loss rate of the mechanical equipment; compared with the original CD and double-side-wall excavation method, the method has the advantages of easy operation, good section excavation effect, quick excavation progress and high safety performance.
Additional advantages, objects, and features of the invention will be set forth in part in the description which follows and in part will become apparent to those having ordinary skill in the art upon examination of the following or may be learned from practice of the invention.
Drawings
FIG. 1 is a three-dimensional schematic view of the tunnel construction of the present invention;
FIG. 2 is a schematic diagram of the construction process of the transverse section of the tunnel according to the present invention;
FIG. 3 is a schematic elevation view of a tunnel excavation step of the present invention;
FIG. 4 is a horizontal longitudinal schematic view of a reserved rock pillar of core soil on the upper part of a tunnel according to the invention;
FIG. 5 is a schematic longitudinal section view of a reserved rock pillar of core soil on the upper part of a tunnel.
Reference numbers in the figures: the device comprises a first pilot tunnel 1, a second pilot tunnel 2, a first step group 3, core soil 6, a transverse channel 61, a second step group 7, an inverted arch 10, a second liner 11 and a reserved rock pillar 12.
Detailed Description
In order to make the technical means, the creation characteristics, the achievement purposes and the functions of the invention clearer and easier to understand, the invention is further explained by combining the drawings and the detailed implementation mode:
a method for dismantling a high and large core of an extra-large section underground tunnel comprises the following steps:
FIG. 1 is a three-dimensional schematic view of the tunnel construction of the present invention; FIG. 2 is a schematic diagram of the construction process of the transverse section of the tunnel according to the present invention; FIG. 3 is a schematic elevation view of a tunnel excavation step of the present invention; FIG. 4 is a horizontal longitudinal schematic view of the core soil 6 reserved rock pillar 12 on the upper part of the tunnel according to the invention; FIG. 5 is a schematic longitudinal section of the reserved rock pillar 12 of the core soil 6 at the upper part of the tunnel.
A method for dismantling a high and large core of an extra-large section underground tunnel comprises the following steps:
step 1: the first pilot tunnel 1 is excavated on the left side of the upper core soil 6, and the first pilot tunnel 1 is excavated in the longitudinal direction of the tunnel on the upper side of the upper core soil 6 while supporting the upper core soil 6.
Step 2: and excavating a second pilot pit 2 on the right side of the upper core soil 6, excavating the upper part of the other side of the upper core soil 6 along the longitudinal direction of the tunnel to form the second pilot pit 2 in a horizontal state, wherein the horizontal distance from the second pilot pit 2 to the first pilot pit 1 is 15 m.
After the first pilot pit 1 and the second pilot pit 2 on the left side and the right side of the core soil 6 are pushed to the front (namely the tunnel excavation direction) for a certain distance, the core soil 6 on the upper portion is excavated in a transverse (namely a mode vertical to the first pilot pit 1 and the second pilot pit 2) sectional mode (each section is excavated by 10m) according to the actual situation, a reserved rock pillar 12 with the length not less than 20m is formed, so that the collapse is prevented, a transverse channel 61 is formed on the other hand, a road through which goods and constructors pass is formed, and the communication is convenient to organize.
And step 3: the left side of the upper core soil 6 is tunneled in a stepped multi-step mode, namely, a first pilot tunnel 1 is excavated to form a first step group 3 comprising a plurality of steps, the step mode is adopted to carry out progressive operation, the upper middle part and the lower middle part of the left side of the upper core soil 6 are unfolded from top to bottom, the length of the first step group 3 is 3-5m, and the length of the first step group 3 is 3-5 m.
And 4, step 4: and excavating the upper core soil 6, and transversely removing the upper core soil 6 by using the formed second pilot tunnel 2 at the right side of the upper core soil 6 to form a step full section with the length of 6 m.
And 5: and excavating downwards below the second pilot pit 2 to form a second step group 7 comprising a plurality of steps, and carrying out stepped multi-step progressive and timely supporting.
Step 6: the inverted arch 10 is excavated, and the inverted arch 10 is a reverse arch structure which is arranged at the bottom of the tunnel for improving the stress condition of the upper supporting structure and is one of the main components of the tunnel structure, and is generally explained as an upward inverted arch. And excavating the inverted arch 10 of the core soil 6 and constructing two linings 11 of the inverted arch 10.
And 7: and (3) performing construction of the large-section secondary lining 11 of the tunnel, determining the construction time of the secondary lining through surrounding rock convergence deformation monitoring data, wherein the large-section secondary lining utilizes a steel mould trolley, the length of the trolley is 6m, and the length of the large-section secondary lining 11 is 6m after each construction. The cooperation reinforcing bar platform truck accomplishes waterproof, reinforcement earlier, and two 11 steel mould platform trucks follow-up of lining, and two 11 concrete placement of lining of 6m of a mould are accomplished in platform truck template location, and the big section of the mould of the next mould is lined 11 construction step by step again.
The process principle of the invention is based on a double-side-wall pit guiding method, a CD method and a step method, and is a comprehensive method combining corresponding characteristics, dividing a large section and an extra-large section into a left side and a right side of a core soil 6 and parts of an upper central core soil 6 area, dividing a left side first pit 1 and a right side second pit 2 into small multi-irregular steps, enlarging a middle lower core soil 6 stress area, integrally excavating the right side step and the core soil 6, and finishing the upper core soil 6 area dismantling by using a formed right side second pit 2 as a platform to gradually finish the large section fast excavation and safe excavation. The reasonable reserved area of the core soil 6 and the height of each small block of step are determined, so that the construction is ensured to be quickly and stably formed into large-section closure, and the disturbance to the rock mass is reduced. The method is characterized in that the left side is pushed by small blocks of steps, an in-hole transportation channel is established, a transverse channel 61 is formed for a platform remaining rock pillar by utilizing the right side upper guide, the upper core soil 6 is transversely removed, the right side middle and lower core soil 6 and the right side middle and lower guide pit are integrated, a core stress unit is enlarged, the middle step is divided into an upper step, a middle step and a lower step, and after the implementation conditions are met on site, the middle upper core soil region, the middle lower core soil region and the guide pit are gradually and integrally excavated; after the footage step distance is met, the left side and the right side can be excavated simultaneously, multiple working faces are unfolded, the construction progress is greatly improved, the safety of large-section excavation is guaranteed to the maximum extent, the transverse channel 61 is connected with the double side walls, and the problem that construction traffic organizations are inconvenient can be effectively solved by the aid of the transverse channels 61 at multiple positions in a formed tunnel.
Compared with the conventional tunnel excavation method, the excavation method for removing the high and large core soil by reserving the middle partition wall step in the extra-large section underground excavated tunnel can effectively control the risk of removing the high and large core soil 6, reduce the rock mass disturbance, save the use amount of various materials, save the time of mechanical equipment and reduce the loss rate of the mechanical equipment; compared with the original CD and double-side-wall excavation method, the method has the advantages of easy operation, good section excavation effect, quick excavation progress and high safety performance.
Finally, the above embodiments are only for illustrating the technical solutions of the present invention and not for limiting, although the present invention has been described in detail with reference to the preferred embodiments, it should be understood by those skilled in the art that modifications or equivalent substitutions may be made to the technical solutions of the present invention without departing from the spirit and scope of the technical solutions of the present invention, and all of them should be covered in the claims of the present invention.
Claims (4)
1. A method for dismantling a high and large core of an extra-large section underground tunnel is characterized by comprising the following steps:
step 1: excavating the upper part of one side of the upper core soil along the longitudinal direction of the tunnel to form a first pilot pit and supporting the upper core soil;
the first pilot tunnel is in a horizontal state, and the core soil at the upper part is positioned in the middle of the upper part of the tunnel;
step 2: excavating the upper part of the other side of the upper core soil along the longitudinal direction of the tunnel to form a second pilot pit in a horizontal state, wherein the horizontal distance between the second pilot pit and the first pilot pit is 15 m;
excavating the upper core soil to form a transverse channel perpendicular to the first and second heading after advancing the first and second heading towards an excavating direction;
and step 3: excavating a first pilot pit to form a first step group comprising a plurality of steps, the first step group having a length of 3-5 m;
and 4, step 4: transversely removing the core soil at the upper part to form a step full section with the length of 6 m;
and 5: digging down below the second pilot pit to form a second step group comprising a plurality of steps;
step 6: excavating a core soil inverted arch and constructing an inverted arch secondary lining;
and 7: and (5) carrying out tunnel large-section secondary lining construction.
2. The method for dismantling the tall and big core of the extra-large section underground tunnel according to claim 1, wherein the horizontal width of the second pilot tunnel in the step 1 is 8m, and the vertical height of the second pilot tunnel is 8 m.
3. The method for dismantling the tall and big core of the extra-large section underground tunnel according to claim 1, wherein the remaining width of the core soil at the upper part after the second pilot tunnel excavation in the step 2 is 5.6 m.
4. The method for dismantling the tall and big core of the extra-large section underground tunnel according to claim 1, wherein the second pilot tunnel and the upper core soil in the step 5 are excavated synchronously in steps to form a rectangular step with a width of 14m and a height of 3 m.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201910390833.6A CN110145314B9 (en) | 2019-05-10 | 2019-05-10 | Method for removing high and large core soil of extra-large section underground tunnel |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201910390833.6A CN110145314B9 (en) | 2019-05-10 | 2019-05-10 | Method for removing high and large core soil of extra-large section underground tunnel |
Publications (3)
| Publication Number | Publication Date |
|---|---|
| CN110145314A CN110145314A (en) | 2019-08-20 |
| CN110145314B true CN110145314B (en) | 2020-07-24 |
| CN110145314B9 CN110145314B9 (en) | 2020-11-20 |
Family
ID=67594112
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201910390833.6A Active CN110145314B9 (en) | 2019-05-10 | 2019-05-10 | Method for removing high and large core soil of extra-large section underground tunnel |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN110145314B9 (en) |
Families Citing this family (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112282782B (en) * | 2020-10-28 | 2022-11-18 | 中铁大桥局集团有限公司 | Method for rapidly discharging slag from anchor hole of large-inclination-angle tunnel of suspension bridge |
| CN113339012B (en) * | 2021-07-07 | 2023-03-21 | 中建八局第二建设有限公司 | Construction method of ultra-wide section tunnel |
Family Cites Families (14)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| SU977792A1 (en) * | 1981-06-29 | 1982-11-30 | Специальное конструкторско-технологическое бюро Института геотехнической механики АН УССР | Rotary implement for tunneling machine |
| JPH01285472A (en) * | 1988-05-10 | 1989-11-16 | Topy Ind Ltd | Manufacture of elastic crawler |
| JP2001280061A (en) * | 2000-03-28 | 2001-10-10 | Toda Constr Co Ltd | Tunnel blasting method |
| CN102562075B (en) * | 2012-03-09 | 2014-06-11 | 中交第二公路工程局有限公司 | Large cross-section weak surrounding rock tunnel three-step and six-part short-distance construction method |
| CN202560245U (en) * | 2012-05-11 | 2012-11-28 | 中国建筑第五工程局有限公司 | Multifunctional trolley with freely retractable arms |
| CN106979013A (en) * | 2017-04-07 | 2017-07-25 | 中交第二航务工程局有限公司 | A kind of excavation construction method for the large section tunnel for biasing Shallow-Buried Soft Rock |
| CN107288653B (en) * | 2017-06-27 | 2023-04-14 | 中铁十一局集团第四工程有限公司 | Double-side-wall pilot tunnel three-step excavation supporting structure for weak surrounding rock large-section tunnel and construction method |
| CN108131145B (en) * | 2017-12-20 | 2020-03-24 | 中铁五局集团有限公司 | Construction method for ultra-large-span tunnel excavation support |
| CN108442943A (en) * | 2018-03-05 | 2018-08-24 | 北京市政建设集团有限责任公司 | A kind of branch-cut bridge section tunnel and Double side heading method construction method |
| CN108643940A (en) * | 2018-04-17 | 2018-10-12 | 中铁二院工程集团有限责任公司 | Large section Shallow-Buried Soft Rock tunnel groined type double side wall support system and method for tunnel construction |
| CN108756894B8 (en) * | 2018-04-23 | 2019-12-24 | 中铁二十五局集团第一工程有限公司 | Tunnel micro three-step upper core soil construction method |
| CN208734343U (en) * | 2018-05-25 | 2019-04-12 | 中国建筑股份有限公司 | A kind of station tunnel excavation structure with interim middle spacer post support |
| CN109113749A (en) * | 2018-08-20 | 2019-01-01 | 中铁建大桥工程局集团第五工程有限公司 | Four line large section railway tunnel construction method of weak surrounding rock |
| CN109681212B (en) * | 2018-12-17 | 2021-05-11 | 中交第二航务工程局有限公司 | Excavation construction method of small-section loess tunnel |
-
2019
- 2019-05-10 CN CN201910390833.6A patent/CN110145314B9/en active Active
Also Published As
| Publication number | Publication date |
|---|---|
| CN110145314B9 (en) | 2020-11-20 |
| CN110145314A (en) | 2019-08-20 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN105822310B (en) | Rapid low-risk subway station tunnel construction method | |
| CN101963060B (en) | Tunnel construction method based on steel tube arch-rib supporting structure | |
| CN106979021B (en) | Large-section loess tunnel excavates and preliminary bracing quick closure cyclization method | |
| CN103089270B (en) | Excavating method suitable for large section loess tunnels | |
| CN104652279A (en) | Box culvert advancing construction method for building new frame bridge above existing subway structure | |
| CN101761068A (en) | Box-raft pressure-bearing type foundation underpinning and construction reinforcing method for tunnel across pile foundation of bridge above river | |
| CN102400689B (en) | Convoluted excavation method for undermined tunnel with extra-large cross section | |
| CN101967985A (en) | Self-propelled inverted arch template construction method | |
| CN102094649A (en) | Method for constructing underground space by shield-shallow buried covered excavation composite method | |
| CN105064397A (en) | Open excavation construction method for expanding excavation of station on metro interzone shield tunnel foundation | |
| CN110145314B (en) | Method for dismantling high and large core of extra-large section underground tunnel | |
| CN110486036B (en) | Construction method for expanding arch foot primary support arch cover method | |
| CN110259490B (en) | Subway underground excavation station construction method | |
| CN105201516A (en) | Subway station body structure and four-joint-arch PBA underground excavation construction method thereof | |
| CN110863841A (en) | Two-lining three-step construction method for large-span shallow-buried underground excavation tunnel | |
| CN109538210A (en) | A kind of soft extremely irregularcoal seam fully mechanized coal face gob-side entry retaining method of high methane three | |
| CN110905524A (en) | Method for excavating and supporting subway station tunnel by adopting underground excavation construction channel | |
| CN109056810B (en) | Transverse expanding excavation structure of underground main body structure of open excavation or cover excavation below existing building and construction method thereof | |
| CN202991063U (en) | Large-section tunnel hydraulic trolley | |
| CN113027495B (en) | Underground excavation large-span station construction method implemented by interval tunnel organization | |
| CN112922646A (en) | Building method of underground excavation station excavated by large-section single-span support through superposed arch-wall integrated type | |
| CN111764374A (en) | Construction method of underground continuous wall in low-clearance environment | |
| CN116398165A (en) | New tunnel penetrating through existing station at zero distance and construction method thereof | |
| CN214062960U (en) | Construction system for shield to pass through irregular barrier below operation station | |
| CN1046784C (en) | Reverse sinking construction method for mine vertical shaft |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant | ||
| CI03 | Correction of invention patent |
Correction item: Denomination of Invention|Abstract Correct: A method of removing large core soil in large cross section tunnel|Correct False: A method of demolishing large and large nuclear core in large cross section tunnel|error Number: 30-02 Volume: 36 Correction item: Denomination of Invention|Abstract|Claims|Description Correct: A method of removing large core soil in large cross section tunnel|Correct False: A method of demolishing large and large nuclear core in large cross section tunnel|error Number: 30-02 Page: ?? Volume: 36 |
|
| CI03 | Correction of invention patent |