CN116906085B - Method for constructing deep large underground structure - Google Patents
Method for constructing deep large underground structure Download PDFInfo
- Publication number
- CN116906085B CN116906085B CN202311174440.4A CN202311174440A CN116906085B CN 116906085 B CN116906085 B CN 116906085B CN 202311174440 A CN202311174440 A CN 202311174440A CN 116906085 B CN116906085 B CN 116906085B
- Authority
- CN
- China
- Prior art keywords
- tunnels
- adjacent
- constructing
- stratum
- deep
- 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 47
- 230000008014 freezing Effects 0.000 claims abstract description 19
- 238000007710 freezing Methods 0.000 claims abstract description 19
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 17
- 238000009412 basement excavation Methods 0.000 claims abstract description 15
- 238000005516 engineering process Methods 0.000 claims abstract description 13
- 230000000087 stabilizing effect Effects 0.000 claims abstract description 11
- 238000005728 strengthening Methods 0.000 claims abstract description 8
- 230000005641 tunneling Effects 0.000 claims abstract description 8
- 239000002689 soil Substances 0.000 claims description 27
- 239000003673 groundwater Substances 0.000 claims description 11
- 239000011374 ultra-high-performance concrete Substances 0.000 claims description 7
- 239000004567 concrete Substances 0.000 claims description 5
- 230000015572 biosynthetic process Effects 0.000 claims description 4
- 239000012595 freezing medium Substances 0.000 claims description 3
- 230000003014 reinforcing effect Effects 0.000 claims description 2
- 239000008398 formation water Substances 0.000 claims 1
- 238000004519 manufacturing process Methods 0.000 claims 1
- 238000010276 construction Methods 0.000 abstract description 38
- 230000003204 osmotic effect Effects 0.000 abstract 1
- 239000000463 material Substances 0.000 description 7
- OKTJSMMVPCPJKN-UHFFFAOYSA-N Carbon Chemical compound [C] OKTJSMMVPCPJKN-UHFFFAOYSA-N 0.000 description 3
- 229910052799 carbon Inorganic materials 0.000 description 3
- 230000002035 prolonged effect Effects 0.000 description 3
- 230000009286 beneficial effect Effects 0.000 description 2
- 238000005265 energy consumption Methods 0.000 description 2
- 230000008595 infiltration Effects 0.000 description 2
- 238000001764 infiltration Methods 0.000 description 2
- 230000007123 defense Effects 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 239000000203 mixture Substances 0.000 description 1
- 229920006395 saturated elastomer Polymers 0.000 description 1
Classifications
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D13/00—Large underground chambers; Methods or apparatus for making them
-
- 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
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/08—Lining with building materials with preformed concrete slabs
-
- 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
-
- 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
-
- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02E—REDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
- Y02E10/00—Energy generation through renewable energy sources
- Y02E10/20—Hydro energy
Landscapes
- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Structural Engineering (AREA)
- Architecture (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Civil Engineering (AREA)
- Lining And Supports For Tunnels (AREA)
- Excavating Of Shafts Or Tunnels (AREA)
Abstract
The application discloses a method for constructing a deep large-scale underground structure, which comprises the following steps: constructing a first tunnel extending along a first direction through an ultra-deep vertical shaft; constructing a plurality of second tunnels extending along a second direction and arranged in parallel at intervals from the first tunnels through a special-shaped shield tunneling machine, and forming a plurality of independent primary supports in the second tunnels; and stabilizing stratum and underground water between the adjacent second tunnels through a stratum strengthening and freezing technology with controllable pressure, further dismantling segments on adjacent sides of the primary support step by step, expanding and digging to form a connecting structure, and simultaneously forming an internal secondary structure, wherein the primary support and the secondary structure are stressed cooperatively to jointly form a deep large-scale underground structure. The application fills the blank in the technical field of deep large-scale underground structure building, and can reduce disastrous accidents such as instability and collapse and the like caused by overlarge deformation and osmotic damage of the stratum easily caused by large-area excavation unloading in the construction process.
Description
Technical Field
The application relates to the technical field of deep large-scale underground structure construction, in particular to a method for constructing a deep large-scale underground structure.
Background
The current development of ultra-large urban underground space is mainly focused on shallow middle layers (0-40 m) and tends to be saturated, and the development of urban underground space of a large-scale and three-dimensional multifunctional system in the future, especially important infrastructure engineering, tends to go deep into deep strata below 40m and even below 100 m. The shallow middle layer underground structure has various forms, such as a large underground structure constructed by an open cut method, a tunnel structure constructed by a shield method and a pipe jacking method, and the like, and the construction technology is mature. However, deep underground space development has just started. The linear underground structure in the form of a tunnel is difficult to meet the use requirements of large public infrastructures and national defense facilities, and development and utilization of deep large underground spaces of cities are urgently needed. Because of the obstruction of the shallow and middle layer complex staggered pipe networks and the underground structure, the 'large excavation' from the ground surface is not provided, and the construction of the deep large underground structure by the undermining method in the fourth stratum is a necessary choice.
The application patent application with publication number of CN109853620A provides a double-circular shield for constructing a large-scale underground complex, which is formed by excavating and lining a double-circular overlap shield machine. The application patent application with publication number of CN109853619A provides a large underground complex constructed by a tri-circular shield, which is formed by excavating and lining a tri-circular overlap shield machine. The two patent applications can greatly reduce the construction cost of the underground structure, are reasonable in layout, and can realize the construction of the underground complex by using the shield machine. However, the above two patent applications only describe the structural composition of the large underground complex, and the implementation path for the deep large structure construction is not shown. Moreover, both patent applications build underground complexes through circular shields, and have certain limitations in the form of deep underground construction structures.
In summary, no implementation path is available for deep large-scale structure construction at present, and a new construction method and structure form need to be developed.
Disclosure of Invention
The embodiment of the application aims to provide a method for constructing a deep large-scale underground structure, which fills the blank in the technical field of deep large-scale underground structure construction, can reduce disastrous accidents such as instability and collapse and the like caused by overlarge deformation and seepage damage of a stratum due to large-area excavation unloading in the construction process, and can solve at least one technical problem related to the background technology.
In order to solve the technical problems, the application is realized as follows:
the embodiment of the application provides a method for constructing a deep large-scale underground structure, which comprises the following steps:
firstly, constructing a first tunnel extending along a first direction through an ultra-deep vertical shaft;
secondly, constructing a plurality of second tunnels extending along a second direction and arranged in parallel at intervals from the first tunnels through a special-shaped shield tunneling machine, and forming a plurality of independent primary supports in the second tunnels;
and thirdly, stabilizing stratum and underground water between the adjacent second tunnels through a stratum strengthening and freezing technology with controllable pressure, further dismantling segments on adjacent sides of the primary support step by step, expanding and digging to apply a connecting structure, simultaneously applying an internal secondary structure, and cooperatively stressing the primary support and the secondary structure to jointly form a deep large-scale underground structure.
Optionally, in the first step, the ultra-deep shaft includes an originating shaft and a receiving shaft;
the originating shaft and the receiving shaft are constructed above two sides of the deep large-scale underground structure through a shaft heading machine.
Optionally, in the second step, the special-shaped shield machine is transported into the first tunnel through the originating vertical shaft and assembled, and the originating first tunnel and the received first tunnel are excavated on two sides of the deep large-scale underground structure through the special-shaped shield machine.
Optionally, in the second step, the applying, by the special-shaped shield tunneling machine, a plurality of second tunnels extending along a second direction and arranged in parallel at intervals from the first tunnel includes:
and sequentially carrying out round-trip parallel single-amplitude excavation on a plurality of second tunnels along a second direction through the special-shaped shield tunneling machine.
Optionally, in the second step, a plurality of independent primary supports are formed in the second tunnel, including:
and in the excavation process of each second tunnel, a plurality of independent primary supports are formed in a segment splicing mode.
Optionally, the duct piece splicing mode adopts a through seam splicing mode.
Alternatively, the segments forming adjacent sides of the primary support may be machinable concrete segments.
Optionally, in the third step, the stabilizing the stratum and the groundwater between the adjacent second tunnels by the pressure-controllable stratum strengthening and freezing technology includes:
and reinforcing stratum soil bodies at the upper and lower parts of the soil bodies between the adjacent second tunnels by a pressure-controllable grouting method, and stabilizing groundwater by adopting a freezing technology for the soil bodies between the adjacent second tunnels.
Optionally, in the third step, the expanding digging construction connection structure includes:
and expanding and excavating stratum soil between adjacent second tunnels, and constructing a connecting structure between the removed segments.
Optionally, the stabilizing groundwater for the soil body between the adjacent second tunnels by adopting a freezing technology includes:
and introducing a freezing medium from an external freezing source through a pipeline, and freezing the underground water in the stratum soil body between each two adjacent second tunnels to stabilize the underground water.
The embodiment of the application has the beneficial effects that:
(1) The construction of the originating shaft and the receiving shaft is carried out above the two sides of the deep large-scale underground structure by adopting a shaft heading machine, so that the construction speed is high, and the construction time can be remarkably saved;
(2) The second tunnels are parallelly constructed through the special-shaped shield machine and a plurality of independent primary supports are formed, so that the excavation of a plurality of second tunnels can be carried out in the same time, the construction efficiency is obviously improved, the construction period is shortened, and meanwhile, the disastrous accidents such as instability and collapse and the like caused by overlarge deformation and infiltration damage of stratum due to extremely easy large-area excavation unloading in the construction process can be reduced;
(3) The adjacent side pipe pieces adopt the machinable concrete pipe pieces, so that cutting and connection can be more easily carried out in the construction process, thereby reducing the construction difficulty and time and reducing the overall construction cost;
(4) The upper and lower parts of the soil body between the adjacent second tunnels are reinforced by a pressure-controllable grouting method, so that gaps and cracks of the soil body can be fully filled, the compactness and strength of the soil body are improved, the stability of the stratum can be remarkably improved, the tunnel supporting problem caused by loosening and deformation of the stratum is reduced, and the overall safety of the tunnel is enhanced;
(5) The stratum and the underground water are stabilized through the freezing technology, so that the flow of the underground water can be effectively stabilized, the underground water level is kept stable, the underground water is prevented from flowing into a tunnel, and the continuity and the high efficiency of construction are ensured;
(6) The stratum soil body between the adjacent second tunnels is excavated in an expanding mode, so that the cost of repeated construction and earthwork treatment is reduced, the engineering cost is reduced, the construction funds are saved, meanwhile, the energy consumption and emission in the earthwork excavation and transportation process are reduced, the influence on the environment is small, and the requirement of sustainable development is met;
(7) Through the cooperative stress of the primary support and the secondary structure, a stable deep large-scale underground structure is formed together, so that the overall stability of the underground structure is enhanced, meanwhile, the deformation of an underground soil body can be effectively limited, the surface subsidence and the subsidence of the underground structure are reduced, and the safety of overground buildings and underground facilities is ensured;
(8) The deep large underground structure adopts ultra-high performance concrete (UHPC) material, and the ultra-high mechanical property and ultra-high durability of the ultra-high performance concrete are utilized, so that the material consumption and carbon emission are reduced, and the service life of the structure is prolonged.
Drawings
For a clearer description of the technical solutions of the embodiments of the present application, the drawings that are needed in the description of the embodiments will be briefly introduced below, it being obvious that the drawings in the description below are only some embodiments of the present application, and that other drawings can be obtained according to these drawings without inventive effort for a person skilled in the art, wherein:
FIG. 1 is a flow chart of a method for constructing a deep large-scale underground structure according to an embodiment of the present application;
FIG. 2 is a schematic view of a deep large-scale underground structure according to an embodiment of the present application;
FIG. 3 is a schematic view of a formation strengthening structure according to an embodiment of the present application;
fig. 4 is a schematic diagram of a connection structure and a secondary structure according to an embodiment of the present application.
In the figure, 1, an ultra-deep vertical shaft; 11. an originating shaft; 12. receiving a vertical shaft; 2. a first tunnel; 3. a second tunnel; 4. a segment; 5. a connection structure; 6. a secondary structure; 7. a formation; 8. and (3) groundwater.
Detailed Description
The following description of the embodiments of the present application will be made clearly and fully with reference to the accompanying drawings, in which it is evident that the embodiments described are some, but not all embodiments of the application. All other embodiments, which can be made by those skilled in the art based on the embodiments of the application without making any inventive effort, are intended to be within the scope of the application.
The terms first, second and the like in the description and in the claims, are used for distinguishing between similar elements and not necessarily for describing a particular sequential or chronological order. It is to be understood that the data so used may be interchanged, as appropriate, such that embodiments of the present application may be implemented in sequences other than those illustrated or described herein, and that the objects identified by "first," "second," etc. are generally of a type, and are not limited to the number of objects, such as the first object may be one or more. Furthermore, in the description and claims, "and/or" means at least one of the connected objects, and the character "/", generally means that the associated object is an "or" relationship.
Referring to fig. 1 and 2, an embodiment of the present application provides a method for constructing a deep large-scale underground structure, including:
step S101, constructing a first tunnel 2 extending along a first direction through an ultra-deep shaft 1;
step S102, a plurality of second tunnels 3 extending along a second direction and arranged in parallel at intervals are implemented from the first tunnel 2 through a special-shaped shield tunneling machine (not shown), and a plurality of independent primary supports are formed in the second tunnels 3;
and step S103, stabilizing stratum and underground water between the adjacent second tunnels 3 through a stratum strengthening and freezing technology with controllable pressure, further dismantling the segments 4 on the adjacent sides of the primary support step by step, expanding and digging the connecting structure 5, and simultaneously constructing the internal secondary structure 6, wherein the primary support and the secondary structure 6 are stressed cooperatively to jointly form a deep large-scale underground structure.
In step S101, the ultra-deep shaft 1 includes an originating shaft 11 and a receiving shaft 12;
the originating shaft 11 and the receiving shaft 12 are constructed above both sides of the deep large-scale underground structure by a shaft heading machine.
In step S102, the special-shaped shield machine is transported into the first tunnel 2 through the originating shaft 11 and assembled, and the originating first tunnel 2 and the received first tunnel 2 are excavated on both sides of the deep large-scale underground structure through the special-shaped shield machine.
The second tunnels 3 extending along the second direction and arranged at intervals in parallel are applied from the first tunnels 2 through the special-shaped shield tunneling machine, and the method comprises the following steps:
and sequentially carrying out round-trip parallel single-amplitude excavation on a plurality of second tunnels 3 along a second direction through the special-shaped shield tunneling machine.
In this embodiment, the second direction and the first direction are perpendicular to each other.
And forming a plurality of independent primary supports within said second tunnel 3, comprising:
in the excavation process of each second tunnel 3, a plurality of independent primary supports are formed in a segment splicing mode.
The duct piece splicing mode adopts a through seam splicing mode, so that duct pieces 4 between adjacent tunnels are convenient to dismantle subsequently, and structural treatment is convenient to carry out.
The segments 4 forming the adjacent sides of the primary support are of machinable concrete segments.
In step S103, as shown in conjunction with fig. 3 and 4, the stabilizing the stratum 7 and the groundwater 8 between adjacent tunnels by the pressure-controllable stratum strengthening and freezing technique includes:
the upper and lower parts of the soil body between the adjacent second tunnels 3 are reinforced by a pressure controllable grouting method, and meanwhile, the soil body between the adjacent second tunnels 3 is frozen to stabilize underground water.
The expanding digging construction connection structure comprises:
and expanding and excavating stratum soil between adjacent second tunnels 3, and constructing a connecting structure 5 between the removed segments 4.
The adoption of the freezing technology to the soil body between the adjacent second tunnels 3 stabilizes the groundwater, comprising:
and a freezing medium is introduced from an external freezing source through a pipeline, so that the groundwater in the stratum soil body between each two adjacent second tunnels 3 is frozen, and the groundwater is stabilized.
The connecting structure 5 and the secondary structure 6 are made of ultra-high performance concrete materials, so that the ultra-high mechanical properties and ultra-high durability of ultra-high performance concrete (UHPC) materials are utilized, the material consumption and carbon emission are reduced, and the service life of the structure is prolonged.
The embodiment of the application has the beneficial effects that:
(1) The construction of the originating shaft and the receiving shaft is carried out above the two sides of the deep large-scale underground structure by adopting a shaft heading machine, so that the construction speed is high, and the construction time can be remarkably saved;
(2) The second tunnels are parallelly constructed through the special-shaped shield machine and a plurality of independent primary supports are formed, so that the excavation of a plurality of second tunnels can be carried out in the same time, the construction efficiency is obviously improved, the construction period is shortened, and meanwhile, the disastrous accidents such as instability and collapse and the like caused by overlarge deformation and infiltration damage of stratum due to extremely easy large-area excavation unloading in the construction process can be reduced;
(3) The adjacent side pipe pieces adopt the machinable concrete pipe pieces, so that cutting and connection can be more easily carried out in the construction process, thereby reducing the construction difficulty and time and reducing the overall construction cost;
(4) The upper and lower parts of the soil body between the adjacent second tunnels are reinforced by a pressure-controllable grouting method, so that gaps and cracks of the soil body can be fully filled, the compactness and strength of the soil body are improved, the stability of the stratum can be remarkably improved, the tunnel supporting problem caused by loosening and deformation of the stratum is reduced, and the overall safety of the tunnel is enhanced;
(5) The stratum and the underground water are stabilized through the freezing technology, so that the flow of the underground water can be effectively stabilized, the underground water level is kept stable, the underground water is prevented from flowing into a tunnel, and the continuity and the high efficiency of construction are ensured;
(6) The stratum soil body between the adjacent second tunnels is excavated in an expanding mode, so that the cost of repeated construction and earthwork treatment is reduced, the engineering cost is reduced, the construction funds are saved, meanwhile, the energy consumption and emission in the earthwork excavation and transportation process are reduced, the influence on the environment is small, and the requirement of sustainable development is met;
(7) Through the cooperative stress of the primary support and the secondary structure, a stable deep large-scale underground structure is formed together, so that the overall stability of the underground structure is enhanced, meanwhile, the deformation of an underground soil body can be effectively limited, the surface subsidence and the subsidence of the underground structure are reduced, and the safety of overground buildings and underground facilities is ensured;
(8) The deep large underground structure adopts ultra-high performance concrete (UHPC) material, and the ultra-high mechanical property and ultra-high durability of the ultra-high performance concrete are utilized, so that the material consumption and carbon emission are reduced, and the service life of the structure is prolonged.
It should be noted that, in this document, the terms "comprises," "comprising," or any other variation thereof, are intended to cover a non-exclusive inclusion, such that a process, method, article, or apparatus that comprises a list of elements does not include only those elements but may include other elements not expressly listed or inherent to such process, method, article, or apparatus. Without further limitation, an element defined by the phrase "comprising one … …" does not exclude the presence of other like elements in a process, method, article, or apparatus that comprises the element.
Furthermore, it should be noted that the scope of the methods and systems in the embodiments of the present application is not limited to performing the functions in the order shown or discussed, but may also include performing the functions in a substantially simultaneous manner or in an opposite order depending on the functions involved, e.g., the described methods may be performed in an order different from that described, and various steps may also be added, omitted, or combined. Additionally, features described with reference to certain examples may be combined in other examples.
The embodiments of the present application have been described above with reference to the accompanying drawings, but the present application is not limited to the above-described embodiments, which are merely illustrative and not restrictive, and many forms may be made by those having ordinary skill in the art without departing from the spirit of the present application and the scope of the claims, which are to be protected by the present application.
Claims (8)
1. A method of constructing a deep large underground structure, comprising:
firstly, constructing a first tunnel extending along a first direction through an ultra-deep vertical shaft;
secondly, constructing a plurality of second tunnels extending along a second direction and arranged in parallel at intervals from the first tunnels through a special-shaped shield machine, forming a plurality of independent primary supports in the second tunnels in a segment splicing mode, and forming segments on adjacent sides of the primary supports by adopting machinable concrete segments;
and thirdly, stabilizing stratum and underground water between the adjacent second tunnels through a stratum strengthening and freezing technology with controllable pressure, further dismantling segments on adjacent sides of the primary support step by step, enlarging and constructing a connecting structure, constructing an internal secondary structure, cooperatively stressing the primary support and the secondary structure, and adopting ultra-high performance concrete to manufacture the deep large underground structure.
2. The method of claim 1, wherein in step one, the ultra-deep shaft comprises an originating shaft and a receiving shaft;
the originating shaft and the receiving shaft are constructed above two sides of the deep large-scale underground structure through a shaft heading machine.
3. The method of claim 2, wherein in step two, the shaped shield machine is transported into the first tunnel through the originating shaft and assembled, and the originating first tunnel and the received first tunnel are excavated through the shaped shield machine on both sides of the deep large underground structure.
4. A method according to claim 3, wherein in the second step, the forming, by the special-shaped shield machine, a plurality of second tunnels extending in the second direction and arranged at intervals in parallel from the first tunnel includes:
and sequentially carrying out round-trip parallel single-amplitude excavation on a plurality of second tunnels along a second direction through the special-shaped shield tunneling machine.
5. The method of claim 1, wherein the duct piece splicing is performed in a slit splicing mode.
6. The method of claim 1, wherein in step three, the stabilizing the formation and groundwater between adjacent second tunnels by pressure-controllable formation strengthening and freezing techniques comprises:
and reinforcing stratum soil bodies at the upper and lower parts of the soil bodies between the adjacent second tunnels by a pressure-controllable grouting method, and stabilizing groundwater by adopting a freezing technology for the soil bodies between the adjacent second tunnels.
7. The method of claim 6, wherein in step three, the expanding excavation is applied as a connection structure, comprising:
and expanding and excavating stratum soil between adjacent second tunnels, and constructing a connecting structure between the removed segments.
8. The method of claim 6, wherein stabilizing groundwater with the freezing technique for soil between adjacent second tunnels comprises:
and introducing a freezing medium from an external freezing source through a pipeline, and freezing the underground water in the stratum soil body between each two adjacent second tunnels to stabilize the underground water.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202311174440.4A CN116906085B (en) | 2023-09-13 | 2023-09-13 | Method for constructing deep large underground structure |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202311174440.4A CN116906085B (en) | 2023-09-13 | 2023-09-13 | Method for constructing deep large underground structure |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN116906085A CN116906085A (en) | 2023-10-20 |
| CN116906085B true CN116906085B (en) | 2023-12-08 |
Family
ID=88363375
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202311174440.4A Active CN116906085B (en) | 2023-09-13 | 2023-09-13 | Method for constructing deep large underground structure |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN116906085B (en) |
Citations (12)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH02108798A (en) * | 1988-10-18 | 1990-04-20 | Hazama Gumi Ltd | Underground large scale space structure and building method thereof |
| JPH03122400A (en) * | 1989-10-04 | 1991-05-24 | Takenaka Komuten Co Ltd | Method for constructing architectural big space in great depth underground |
| JPH03257298A (en) * | 1990-03-06 | 1991-11-15 | Takenaka Komuten Co Ltd | Construction method of large-depth large-scale underground space by ground freezing method and ground freezing pipe therefor |
| CN102953739A (en) * | 2012-10-26 | 2013-03-06 | 中铁二十二局集团第六工程有限公司 | Bidirectional punching method for underground excavation of subway station |
| CN104963705A (en) * | 2015-07-20 | 2015-10-07 | 上海市机械施工集团有限公司 | Underground space excavating and constructing method |
| CN105370300A (en) * | 2015-11-17 | 2016-03-02 | 中铁工程装备集团有限公司 | Two-layer or multi-layer underground space construction method |
| CN105569661A (en) * | 2015-10-12 | 2016-05-11 | 上海勘测设计研究院有限公司 | Arrangement structure and construction method of river-crossing underground square |
| JP2017043982A (en) * | 2015-08-27 | 2017-03-02 | 鹿島建設株式会社 | Underground structure, and construction method of underground structure |
| TW201738454A (en) * | 2016-03-15 | 2017-11-01 | 清水建設股份有限公司 | Method of constructing very large underground space and outer shield tunnel |
| CN111997662A (en) * | 2020-09-07 | 2020-11-27 | 中铁工程装备集团有限公司 | Rectangular or quasi-rectangular oversized-section underground space construction method and construction system |
| CN112049650A (en) * | 2020-09-16 | 2020-12-08 | 中国铁路设计集团有限公司 | Method for expanding and excavating existing small shield tunnel by using large shield |
| CN116398165A (en) * | 2023-04-20 | 2023-07-07 | 长江勘测规划设计研究有限责任公司 | New tunnel penetrating through existing station at zero distance and construction method thereof |
-
2023
- 2023-09-13 CN CN202311174440.4A patent/CN116906085B/en active Active
Patent Citations (12)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH02108798A (en) * | 1988-10-18 | 1990-04-20 | Hazama Gumi Ltd | Underground large scale space structure and building method thereof |
| JPH03122400A (en) * | 1989-10-04 | 1991-05-24 | Takenaka Komuten Co Ltd | Method for constructing architectural big space in great depth underground |
| JPH03257298A (en) * | 1990-03-06 | 1991-11-15 | Takenaka Komuten Co Ltd | Construction method of large-depth large-scale underground space by ground freezing method and ground freezing pipe therefor |
| CN102953739A (en) * | 2012-10-26 | 2013-03-06 | 中铁二十二局集团第六工程有限公司 | Bidirectional punching method for underground excavation of subway station |
| CN104963705A (en) * | 2015-07-20 | 2015-10-07 | 上海市机械施工集团有限公司 | Underground space excavating and constructing method |
| JP2017043982A (en) * | 2015-08-27 | 2017-03-02 | 鹿島建設株式会社 | Underground structure, and construction method of underground structure |
| CN105569661A (en) * | 2015-10-12 | 2016-05-11 | 上海勘测设计研究院有限公司 | Arrangement structure and construction method of river-crossing underground square |
| CN105370300A (en) * | 2015-11-17 | 2016-03-02 | 中铁工程装备集团有限公司 | Two-layer or multi-layer underground space construction method |
| TW201738454A (en) * | 2016-03-15 | 2017-11-01 | 清水建設股份有限公司 | Method of constructing very large underground space and outer shield tunnel |
| CN111997662A (en) * | 2020-09-07 | 2020-11-27 | 中铁工程装备集团有限公司 | Rectangular or quasi-rectangular oversized-section underground space construction method and construction system |
| CN112049650A (en) * | 2020-09-16 | 2020-12-08 | 中国铁路设计集团有限公司 | Method for expanding and excavating existing small shield tunnel by using large shield |
| CN116398165A (en) * | 2023-04-20 | 2023-07-07 | 长江勘测规划设计研究有限责任公司 | New tunnel penetrating through existing station at zero distance and construction method thereof |
Non-Patent Citations (1)
| Title |
|---|
| 基于大直径盾构隧道扩挖地铁车站结构安全分析;李习伟;郑昊;王全贤;;土木工程学报(09);全文 * |
Also Published As
| Publication number | Publication date |
|---|---|
| CN116906085A (en) | 2023-10-20 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| Cao et al. | Subway station construction using combined shield and shallow tunnelling method: case study of Gaojiayuan station in Beijing | |
| CN105298507B (en) | A kind of underground pipe gallery construction method of top open cut bottom tunneler construction | |
| CN103061777B (en) | Method for building urban underground tunnel shield cutter repairing space with preset reinforcing pile groups | |
| CN110005439B (en) | Construction method for shield near-distance over-advanced tunnel | |
| CN104131565B (en) | A kind of against making the construction method that the earthwork is just made to excavate | |
| Hou et al. | Excavation failure due to pipeline damage during shallow tunnelling in soft ground | |
| CN105887889A (en) | Excavation construction method for super-wide low-permeability silty deep foundation pit | |
| CN103334452A (en) | Underground engineering mixed construction method | |
| Liu et al. | A case study on key techniques for long-distance sea-crossing shield tunneling | |
| CN112160755A (en) | Subway line construction method for expanding excavation station after shield tunnel construction in advance | |
| CN112983478A (en) | Shallow-buried underground tunnel foundation pit construction method under protection of cover plate | |
| CN111350513A (en) | Underground excavation construction method for building subway station | |
| Qiu et al. | First application of mechanized method using earth pressure balance TBM with large horseshoe-shaped cross section to loess mountain tunnel: A case study of Baicheng tunnel | |
| CN106640155A (en) | Large-span underground space structure and construction method thereof | |
| CN109594574A (en) | Large-scale push pipe open caisson reversed construction method based on the confined space | |
| JP2869569B2 (en) | Construction method of large depth, large scale underground space by ground freezing method and ground freezing pipe | |
| CN116906085B (en) | Method for constructing deep large underground structure | |
| CN112727484A (en) | Shield-pipe-jacking up-down parallel overlapping tunnel structure and construction method thereof | |
| Goel | Status of tunnelling and underground construction activities and technologies in India | |
| CN215256188U (en) | Overlapping shield tunnel foundation treatment structure for next-to-old house | |
| CN107023012B (en) | Multiple tracks annular concrete supports Deep Foundation Pit Excavation to transport outward construction method | |
| CN113404055B (en) | Inter-pile soil-retaining and water-stopping curtain structure and construction method thereof | |
| CN113338960B (en) | Construction method for shield strong-penetration urban center transfer station | |
| CN113669084B (en) | Lake facies deposition weak stratum subway tunnel-first and station-last segment dismantling method | |
| KR102608601B1 (en) | Sheet non excavation method for drilling a tunnel having a file reinforcing structure |
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 |