CN109578014B - Anti-surging bottom sealing structure and construction method - Google Patents
Anti-surging bottom sealing structure and construction method Download PDFInfo
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- CN109578014B CN109578014B CN201910078063.1A CN201910078063A CN109578014B CN 109578014 B CN109578014 B CN 109578014B CN 201910078063 A CN201910078063 A CN 201910078063A CN 109578014 B CN109578014 B CN 109578014B
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- 238000010276 construction Methods 0.000 title claims abstract description 52
- 238000007789 sealing Methods 0.000 title claims abstract description 12
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 33
- 229910000831 Steel Inorganic materials 0.000 claims description 32
- 239000010959 steel Substances 0.000 claims description 32
- 238000009412 basement excavation Methods 0.000 claims description 26
- 239000002689 soil Substances 0.000 claims description 23
- 230000008014 freezing Effects 0.000 claims description 11
- 238000007710 freezing Methods 0.000 claims description 11
- 229910001294 Reinforcing steel Inorganic materials 0.000 claims description 6
- 230000002787 reinforcement Effects 0.000 claims description 4
- 238000005056 compaction Methods 0.000 claims description 3
- 238000000465 moulding Methods 0.000 claims description 3
- 230000001681 protective effect Effects 0.000 claims description 3
- 239000004576 sand Substances 0.000 claims description 3
- 239000002002 slurry Substances 0.000 claims description 3
- 230000006837 decompression Effects 0.000 abstract description 2
- 238000000034 method Methods 0.000 description 12
- 238000001556 precipitation Methods 0.000 description 9
- 239000003673 groundwater Substances 0.000 description 2
- 239000002699 waste material Substances 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000005540 biological transmission Effects 0.000 description 1
- 230000009189 diving Effects 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 230000007613 environmental effect Effects 0.000 description 1
- 230000008093 supporting effect Effects 0.000 description 1
Classifications
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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
- E21D11/003—Linings or provisions thereon, specially adapted for traffic tunnels, e.g. with built-in cleaning devices
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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
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/001—Improving soil or rock, e.g. by freezing; Injections
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- 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
- E21D9/04—Driving tunnels or galleries through loose materials; Apparatus therefor not otherwise provided for
-
- 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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- 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
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- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geology (AREA)
- Geochemistry & Mineralogy (AREA)
- Structural Engineering (AREA)
- Architecture (AREA)
- Environmental & Geological Engineering (AREA)
- Civil Engineering (AREA)
- Soil Sciences (AREA)
- Excavating Of Shafts Or Tunnels (AREA)
- Underground Structures, Protecting, Testing And Restoring Foundations (AREA)
Abstract
The invention discloses an anti-surging bottom sealing structure and a construction method, wherein two sides of a top longitudinal beam are respectively provided with an upper small pilot tunnel; the top longitudinal beams are connected with each other through a top arch secondary lining structure; the top end of the top arch secondary lining structure is fixedly provided with a top arch side span primary support I and a top arch side span primary support II. Constructing a temporary construction vertical shaft, an upper temporary channel and a lower temporary channel; an upper small pilot tunnel is arranged in the upper temporary channel; and (5) setting a large pipe curtain and a small pipe curtain along a preset contour line in the lower temporary channel. The invention can avoid the manual dewatering and decompression of underground water and destroy water resources when the underground structure is constructed, can realize the anhydrous operation to ensure the safe construction when the station is constructed, can realize the advanced support function of the underground structure construction, and effectively resist the surge risk of the pressure-bearing water.
Description
Technical Field
The invention belongs to the technical field of underground structural engineering, and particularly relates to an anti-surging bottom sealing structure and a construction method.
Background
Along with the rapid development of urban construction in China, the construction of an underground rail transit system is an important means for solving the problem of urban transportation in large and medium areas, along with the development of subway engineering construction, a subway foundation pit is developed in a deep and large direction, and the influence of underground water on the foundation pit engineering becomes an important problem for controlling the construction safety of station engineering.
When the ground condition is limited, the hole pile method is a construction method which is applied to subway station construction, has the advantages of small influence on surrounding environment, high safety, wide adaptability and the like, but the traditional shallow buried underground excavation method is used on the premise of no-water operation in structural type and construction process, measures of diving artificial precipitation and pressure-bearing water precipitation and pressure reduction are needed before excavation operation, and water resource waste can be caused by large-volume precipitation without doubt, and the surrounding environment can be influenced if the water resource waste is improper to treat. With the enhancement of environmental awareness, urban groundwater is more and more strictly protected, and when underground engineering is built, under the conditions that water-rich stratum is not allowed to be precipitated, the traditional hole pile method taking precipitation as the premise is not applicable any more.
The method is a primary problem to be solved in the deep-buried subway engineering, and aims to provide new challenges for the traditional design and construction method due to the increase of the buried depth and effectively control underground water.
Disclosure of Invention
Aiming at the technical problems in the prior art, the invention provides the anti-surging bottom sealing structure and the construction method, which can avoid the pressure reduction of underground water by artificial precipitation during the construction of the underground excavation structure, destroy water resources, realize the water-free operation during the station construction to ensure the safe construction, realize the advanced support function of the construction of the underground excavation structure and effectively resist the surging risk of the pressure-bearing water.
In order to solve the technical problems, the invention adopts the following technical scheme: an anti-surging bottom sealing structure comprises a lateral enclosing structure (9), a top longitudinal beam (12), a top arch two-lining structure (14), a middle plate structure (15) and a bottom plate structure (16);
two sides of the top longitudinal beam (12) are respectively provided with an upper small pilot tunnel (4); the roof longitudinal beams (12) and the upper small pilot tunnel (4) are connected through a roof arch two-lining structure (14); the top end of the top arch secondary lining structure (14) is fixedly provided with a top arch side span primary support I (11) and a top arch side span primary support II (13);
a middle plate structure (15) and a bottom plate structure (16) are sequentially arranged below the top arch two-lining structure (14), and a plurality of large pipe curtains (5) are arranged at the bottom end of the bottom plate structure (16);
the bottom ends of the top longitudinal beams (12) are respectively provided with a steel pipe column (10); one end of the steel pipe column (10) is fixedly connected with the top longitudinal beam (12), and the other end sequentially passes through the middle plate structure (15) and the bottom plate structure (16) and is fixedly arranged on the large pipe curtain (5);
an enclosure structure (9) is arranged at the bottom end of the upper small pilot tunnel (4); the two ends of the enclosure structure (9) are fixedly connected with the enclosure structure (9) and the large pipe curtain (5) respectively;
a plurality of small pipe curtains (6) are arranged between the large pipe curtains (5) which are adjacent, and a freezing pipe (7) is arranged in each small pipe curtain (6).
Preferably, the large pipe curtain (5) and the small pipe curtain (6) are filled with concrete.
Preferably, a plurality of small pipe curtains (6) are connected through connecting bolts (17).
The construction method of the anti-surging bottom sealing structure comprises the following steps:
before the layered excavation construction of the water-rich stratum main body, combining the surrounding environment of the ground, the main body structure of the station and the auxiliary structure form, constructing a temporary construction vertical shaft (1), an upper temporary channel (2) and a lower temporary channel (3); an upper small pilot tunnel (4) is arranged in the upper temporary channel (2); a large pipe curtain (5) and a small pipe curtain (6) are arranged in the lower temporary channel (3) along a preset contour line;
a freezing pipe (7) is laid in the small pipe curtain (6) to be actively frozen to form a frozen soil curtain (8); under the support of a frozen soil curtain (8), opening holes in the small pipe curtain (6) to form pipe curtain connecting bolts (17), and fixedly connecting the large pipe curtain (5) to form an integral arch bearing structure so as to ensure the integrity of the arch back cover bearing structure; the pipe curtain is filled with concrete to form a bottom sealing structure, the integral rigidity and the counterweight of the pipe curtain structure are increased, and the frost curtain (8) between the pipe curtains is combined, so that foundation soil counter force and high pressure-bearing Shui Dingtuo force existing in a water-rich stratum can be effectively resisted, and the surge resistance stability in the structure excavation process is ensured;
constructing a hidden excavation lateral enclosure structure (9) and a steel pipe column (10) along a preset contour line in the upper small pilot tunnel (4); manually perforating the inside of the large pipe curtain (5) when the large pipe curtain (5) is excavated to the top mark height; pouring a construction cushion layer in the large pipe curtain (5), hoisting and placing a lateral enclosure structure (9), and pouring concrete in time; the large pipe curtain (5) is used as an arch structure fulcrum and simultaneously serves as a strip foundation of the lateral enclosure structure (9) and the steel pipe column (10) of the underground excavation structure, so that the arch pipe curtain structure and the underground excavation structure form a complete stress system;
constructing a side pile crown beam, and erecting a top arch side span primary support (11) of a main arch in an upper small pilot tunnel (4); the upper space of the small pilot tunnel (4) at the upper layer is refilled; extracting the wall protection slurry in the middle pile, manually installing a steel pipe column positioner, and hoisting and installing the steel pipe column and a steel reinforcement cage in the steel pipe column according to the design section; coarse sand backfilling compaction is adopted between the steel pipe column and the steel protective cylinder; constructing a top longitudinal beam (12), reserving a reinforcing steel bar joint of a second lining of the main arch, and paving a waterproof layer;
excavating a main arch soil body, and constructing a top arch side span primary support II (13); removing the side walls of the small pilot tunnel (4) on the upper layer section by section, paving a waterproof layer, and standing a mould to pour a top arch secondary lining structure (14);
continuously excavating a soil layer downwards to the elevation of the bottom of the middle plate of the negative layer, flatly and flatly molding, paving a waterproof layer, pouring the middle plate of the negative layer, a middle beam and a middle plate structure (15), and closing the hall layer into a ring; reserving reinforcing steel bars connected with the lower side wall;
excavating a soil layer downwards to the elevation of the bottom plate, paving a cushion layer and a waterproof layer, and pouring a side wall and bottom plate structure (16); and (5) constructing the internal structure of the station, and completing the civil engineering construction of the main body of the station.
Compared with the prior art, the invention has the following beneficial effects: the invention realizes the anhydrous operation condition during the construction of the water-rich stratum by the underground excavation method, can avoid the damage of water resources caused by the manual precipitation and decompression of the underground water during the construction, can avoid the construction risk of the sudden surge of the pressure-bearing water in the excavation engineering, and ensures the construction safety.
The underground water is prevented from being artificially reduced in precipitation and pressure during construction of the underground structure, water resources are damaged, no-water operation during station construction can be realized, safe construction is guaranteed, meanwhile, the advanced supporting effect of the construction of the underground structure can be realized, the sudden surge risk of the pressurized water is effectively resisted, and the underground water-free construction system has strong engineering feasibility and popularization value.
Drawings
FIGS. 1-7 are schematic views of the construction steps of the present invention;
FIG. 8 is a schematic cross-sectional view of a structure of the present invention;
FIG. 9 is a schematic illustration of a pipe curtain connection according to the present invention;
fig. 10 is a construction flow chart of the present invention.
In the figure, a vertical shaft is constructed temporarily, a temporary channel at the upper layer is 2, a temporary channel at the lower layer is 3, a small pilot tunnel at the upper layer is 4, a large pipe curtain is 5, a small pipe curtain is 6, a freezing pipe is 7, a frozen soil curtain is 8, a lateral enclosure structure is 9, a steel pipe column is 10, a primary support is 11-a top arch side span, a longitudinal beam is 12-a top, a primary support is 13-a top arch side span, a lining structure is 14-a top arch, a middle plate structure is 15-a bottom plate structure is 16-and a connecting bolt is 17-.
Detailed Description
The present invention will be described in detail below with reference to the drawings and the specific embodiments, so that those skilled in the art can better understand the technical solutions of the present invention.
An anti-surging bottom sealing structure comprises a lateral enclosing structure (9), a top longitudinal beam (12), a top arch two-lining structure (14), a middle plate structure (15) and a bottom plate structure (16);
two sides of the top longitudinal beam (12) are respectively provided with an upper small pilot tunnel (4); the top longitudinal beams (12) are connected with each other and the top longitudinal beam (12) and the upper small pilot tunnel (4) through a top arch two-lining structure (14); the top end of the top arch secondary lining structure (14) is fixedly provided with a top arch side span primary support I (11) and a top arch side span primary support II (13);
a middle plate structure (15) and a bottom plate structure (16) are sequentially arranged below the top arch secondary lining structure (14), and a plurality of large pipe curtains (5) are arranged at the bottom end of the bottom plate structure (16);
the bottom ends of the top longitudinal beams (12) are respectively provided with a steel pipe column (10); one end of the steel pipe column (10) is fixedly connected with the top longitudinal beam (12), and the other end sequentially passes through the middle plate structure (15) and the bottom plate structure (16) and is fixedly arranged on the large pipe curtain (5);
the bottom end of the upper small pilot tunnel (4) is provided with an enclosure structure (9); the two ends of the enclosure structure (9) are fixedly connected with the enclosure structure (9) and the large pipe curtain (5) respectively;
a plurality of small pipe curtains (6) are arranged between the adjacent large pipe curtains (5), and a freezing pipe (7) is arranged in each small pipe curtain (6).
In the embodiment, the large pipe curtain (5) and the small pipe curtain (6) are filled with concrete.
In the embodiment, a plurality of small pipe curtains (6) are connected through connecting bolts (17).
The construction method of the anti-surging bottom sealing structure comprises the following steps:
see fig. 1: before the layered excavation construction of the water-rich stratum main body, combining the surrounding environment of the ground, the main body structure of the station and the auxiliary structure form, constructing a temporary construction vertical shaft (1), an upper temporary channel (2) and a lower temporary channel (3); an upper small pilot tunnel (4) is arranged in the upper temporary channel (2); a large pipe curtain (5) and a small pipe curtain (6) are arranged in the lower temporary channel (3) along a preset contour line;
see fig. 2: a freezing pipe (7) is laid in the small pipe curtain (6) to be actively frozen to form a frozen soil curtain (8); under the support of a frozen soil curtain (8), opening holes in the small pipe curtain (6) to form pipe curtain connecting bolts (17), and fixedly connecting the large pipe curtain (5) to form an integral arch bearing structure so as to ensure the integrity of the arch back cover bearing structure; the pipe curtain is filled with concrete to form a bottom sealing structure, the integral rigidity and the counterweight of the pipe curtain structure are increased, and the frost curtain (8) between the pipe curtains is combined, so that foundation soil counter force and high pressure-bearing Shui Dingtuo force existing in a water-rich stratum can be effectively resisted, and the surge resistance stability in the structure excavation process is ensured;
see fig. 3: constructing a hidden excavation lateral enclosure structure (9) and a steel pipe column (10) along a preset contour line in the upper small pilot tunnel (4); manually perforating the inside of the large pipe curtain (5) when the large pipe curtain (5) is excavated to the top mark height; pouring a construction cushion layer in the large pipe curtain (5), hoisting and placing a lateral enclosure structure (9), and pouring concrete in time; the large pipe curtain (5) is used as an arch structure fulcrum and simultaneously serves as a strip foundation of the lateral enclosure structure (9) and the steel pipe column (10) of the underground excavation structure, so that the arch pipe curtain structure and the underground excavation structure form a complete stress system;
see fig. 4: constructing a side pile crown beam, and erecting a top arch side span primary support (11) of a main arch in an upper small pilot tunnel (4); the upper space of the small pilot tunnel (4) at the upper layer is refilled; extracting the wall protection slurry in the middle pile, manually installing a steel pipe column positioner, and hoisting and installing the steel pipe column and a steel reinforcement cage in the steel pipe column according to the design section; coarse sand backfilling compaction is adopted between the steel pipe column and the steel protective cylinder; constructing a top longitudinal beam (12), reserving a reinforcing steel bar joint of a second lining of the main arch, and paving a waterproof layer;
see fig. 5: excavating a main arch soil body, and constructing a top arch side span primary support II (13); removing the side walls of the small pilot tunnel (4) on the upper layer section by section, paving a waterproof layer, and standing a mould to pour a top arch secondary lining structure (14);
see fig. 6: continuously excavating a soil layer downwards to the elevation of the bottom of the middle plate of the negative layer, flatly and flatly molding, paving a waterproof layer, pouring the middle plate of the negative layer, a middle beam and a middle plate structure (15), and closing the hall layer into a ring; reserving reinforcing steel bars connected with the lower side wall;
see fig. 7: excavating a soil layer downwards to the elevation of the bottom plate, paving a cushion layer and a waterproof layer, and pouring a side wall and bottom plate structure (16); and (5) constructing the internal structure of the station, and completing the civil engineering construction of the main body of the station.
In this embodiment, a temporary construction shaft and a transverse channel are excavated at a construction site available on the ground, a station small pilot tunnel is arranged in an upper transverse channel, an arch pipe curtain (divided into large pipe curtain and small pipe curtain according to different inner diameters) structure is arranged in a lower transverse channel, and a freezing pipe is laid in the pipe curtain to form a frozen soil curtain matched with the pipe curtain structure.
In the embodiment, the method is suitable for building the deep buried underground excavation station of the water-rich stratum, and in the building process of the underground excavation station in the water-rich stratum, the influence of underground structure construction on ground traffic and pipelines can be avoided, and meanwhile the problem of groundwater treatment caused by large buried depth of the station by the traditional underground excavation method is avoided.
In the embodiment, the large pipe curtain (5), the small pipe curtain (6) and the frozen soil curtain (8) form an arch structure which can resist foundation soil counter force and water buoyancy, and form a closed waterproof curtain with the waterproof layer and the side enclosing structure (9) of the underground excavation structure, so that the construction condition of no-water operation is ensured.
In the embodiment, the frozen soil curtain (8) is formed by freezing the water-rich soil laminated pole around the pipe curtain in construction by arranging the freezing pipe (7) in the pipe curtain without artificial precipitation on the ground, and the closed waterproof curtain is formed with the side enclosing structure (9) of the underground excavation structure.
In the embodiment, the upper small pilot tunnel (4) is used for constructing structures such as a lateral enclosing structure (9) of a station, a steel pipe column (10) and the like; when the upper small pilot tunnel (4) is positioned below the water level line and can not be subjected to precipitation construction, grouting or freezing water stopping measures are adopted according to actual engineering.
In the embodiment, the small pipe curtain (6) is mainly arranged at the mid-span position of the arch structure, plays roles of connection and force transmission, and the diameter meets the operation space requirement of constructors; the large pipe curtain (5) is used as an arch structure stress fulcrum and simultaneously serves as a foundation of a vertical stress member of the underground excavation structure, so that the arch pipe curtain structure and the underground excavation main body structure can form a complete structure stress system, the structure safety is ensured, and the diameter of the large pipe curtain is required to meet the requirements of foundation bearing capacity and working space of constructors.
In the embodiment, the large pipe curtain (5) is used as a foundation of a vertical stress member, when the bearing capacity of the foundation does not meet the requirement, grouting holes are reserved, grouting reinforcement is carried out on the foundation, and the bearing capacity of the foundation is improved.
In the embodiment, the large pipe curtain (5) is used as an arch structure fulcrum and also used as a strip foundation of the lateral enclosing structure (9) and a strip foundation under the steel pipe column (10), so that the structural system integrity is ensured, and the mechanized excavation of underwater operation is realized.
The present invention has been described in detail by way of examples, but the description is merely exemplary of the invention and should not be construed as limiting the scope of the invention. The scope of the invention is defined by the claims. In the technical scheme of the invention, or under the inspired by the technical scheme of the invention, similar technical schemes are designed to achieve the technical effects, or equivalent changes and improvements to the application scope are still included in the protection scope of the patent coverage of the invention. It should be noted that for clarity of presentation, descriptions of parts and processes known to those skilled in the art that are not directly apparent to the scope of the present invention have been omitted from the description of the present invention.
Claims (2)
1. The anti-surging back cover structure is characterized by comprising a lateral enclosing structure (9), a top longitudinal beam (12), a top arch two-lining structure (14), a middle plate structure (15) and a bottom plate structure (16);
two sides of the top longitudinal beam (12) are respectively provided with an upper small pilot tunnel (4); the roof longitudinal beams (12) and the upper small pilot tunnel (4) are connected through a roof arch two-lining structure (14); the top end of the top arch secondary lining structure (14) is fixedly provided with a top arch side span primary support I (11) and a top arch side span primary support II (13);
a middle plate structure (15) and a bottom plate structure (16) are sequentially arranged below the top arch two-lining structure (14), and a plurality of large pipe curtains (5) are arranged at the bottom end of the bottom plate structure (16);
the bottom ends of the top longitudinal beams (12) are respectively provided with a steel pipe column (10); one end of the steel pipe column (10) is fixedly connected with the top longitudinal beam (12), and the other end sequentially passes through the middle plate structure (15) and the bottom plate structure (16) and is fixedly arranged on the large pipe curtain (5);
the bottom end of the upper small pilot tunnel (4) is provided with a lateral enclosing structure (9); two ends of the lateral enclosing structure (9) are fixedly connected with the lateral enclosing structure (9) and the large pipe curtain (5) respectively;
a plurality of small pipe curtains (6) are arranged between the adjacent large pipe curtains (5), and a freezing pipe (7) is arranged in each small pipe curtain (6);
concrete is filled in the large pipe curtain (5) and the small pipe curtain (6);
the small pipe curtains (6) are connected through connecting bolts (17).
2. The construction method of the anti-surging bottom sealing structure comprises the following steps:
before the layered excavation construction of the water-rich stratum main body, combining the surrounding environment of the ground, the main body structure of the station and the auxiliary structure form, constructing a temporary construction vertical shaft (1), an upper temporary channel (2) and a lower temporary channel (3); an upper small pilot tunnel (4) is arranged in the upper temporary channel (2); a large pipe curtain (5) and a small pipe curtain (6) are arranged in the lower temporary channel (3) along a preset contour line;
a freezing pipe (7) is laid in the small pipe curtain (6) to be actively frozen to form a frozen soil curtain (8); under the support of the frozen soil curtain (8), opening holes in the small pipe curtain (6) to form pipe curtain connecting bolts (17) and fixedly connecting the large pipe curtain (5);
constructing a hidden excavation lateral enclosure structure (9) and a steel pipe column (10) along a preset contour line in the upper small pilot tunnel (4); manually perforating the inside of the large pipe curtain (5) when the large pipe curtain (5) is excavated to the top mark height; pouring a construction cushion layer in the large pipe curtain (5), hoisting and placing a lateral enclosure structure (9), and pouring concrete in time;
constructing a side pile crown beam, and erecting a top arch side span primary support (11) of a main arch in an upper small pilot tunnel (4); the upper space of the small pilot tunnel (4) at the upper layer is refilled; extracting the wall protection slurry in the middle pile, manually installing a steel pipe column positioner, and hoisting and installing the steel pipe column and a steel reinforcement cage in the steel pipe column according to the design section; coarse sand backfilling compaction is adopted between the steel pipe column and the steel protective cylinder; constructing a top longitudinal beam (12), reserving a reinforcing steel bar joint of a second lining of the main arch, and paving a waterproof layer;
excavating a main arch soil body, and constructing a top arch side span primary support II (13); removing the side walls of the small pilot tunnel (4) on the upper layer section by section, paving a waterproof layer, and standing a mould to pour a top arch secondary lining structure (14);
continuously excavating a soil layer downwards to the elevation of the bottom of the middle plate of the negative layer, flatly and flatly molding, paving a waterproof layer, pouring the middle plate of the negative layer, a middle beam and a middle plate structure (15), and closing the hall layer into a ring; reserving reinforcing steel bars connected with the lower side wall;
excavating a soil layer downwards to the elevation of the bottom plate, paving a cushion layer and a waterproof layer, and pouring a side wall and bottom plate structure (16); and (5) constructing the internal structure of the station, and completing the civil engineering construction of the main body of the station.
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| Application Number | Priority Date | Filing Date | Title |
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| CN201910078063.1A CN109578014B (en) | 2019-01-28 | 2019-01-28 | Anti-surging bottom sealing structure and construction method |
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| Application Number | Priority Date | Filing Date | Title |
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| CN201910078063.1A CN109578014B (en) | 2019-01-28 | 2019-01-28 | Anti-surging bottom sealing structure and construction method |
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| CN109578014A CN109578014A (en) | 2019-04-05 |
| CN109578014B true CN109578014B (en) | 2024-02-09 |
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| CN109958443B (en) * | 2019-04-30 | 2024-04-02 | 北京市市政工程设计研究总院有限公司 | Parallel vertical shafts hidden in pipe gallery tunnel and construction method thereof |
| CN110608047A (en) * | 2019-08-30 | 2019-12-24 | 同济大学建筑设计研究院(集团)有限公司 | Underpass subway supporting structure and manufacturing method thereof |
| CN113847040B (en) * | 2021-12-02 | 2022-02-18 | 中国铁路设计集团有限公司 | Large-span non-column underground station underground excavation construction method |
| CN114263215B (en) * | 2021-12-21 | 2023-05-02 | 中铁十四局集团隧道工程有限公司 | Construction method for building waterproof structure at storey-added connection part of subway station by combined excavation and excavation |
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| CN102644466A (en) * | 2012-04-27 | 2012-08-22 | 北京城建设计研究总院有限责任公司 | Joist arching method for constructing ultra-shallow buried large-span underground excavated subway station in rocky stratum |
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| CN209430204U (en) * | 2019-01-28 | 2019-09-24 | 中铁第六勘察设计院集团有限公司 | Anti- dash forward of one kind gushes back cover structure |
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2019
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| CN102644466A (en) * | 2012-04-27 | 2012-08-22 | 北京城建设计研究总院有限责任公司 | Joist arching method for constructing ultra-shallow buried large-span underground excavated subway station in rocky stratum |
| WO2016095629A1 (en) * | 2014-12-15 | 2016-06-23 | 中铁第四勘察设计院集团有限公司 | Advanced support structure for oversized variable-cross-section tunnel |
| CN204729099U (en) * | 2015-07-13 | 2015-10-28 | 中铁第六勘察设计院集团有限公司 | Rock quality layer tunneling three layers of subway station canopy structure |
| CN106337686A (en) * | 2015-07-13 | 2017-01-18 | 中铁第六勘察设计院集团有限公司 | Rock stratum underground excavation three-story subway station umbrella cover structure and construction method thereof |
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| CN204941545U (en) * | 2015-09-19 | 2016-01-06 | 中铁二十二局集团第一工程有限公司 | Station boring construction system |
| CN106703828A (en) * | 2017-01-22 | 2017-05-24 | 济南轨道交通集团有限公司 | The construction method of building subway station with fabricated lining combination PBA |
| CN107218046A (en) * | 2017-07-31 | 2017-09-29 | 北京市市政工程设计研究总院有限公司 | Mechanical assistance sealing Station structure and construction method in a kind of pilot tunnel |
| CN108005664A (en) * | 2018-02-02 | 2018-05-08 | 北京市政建设集团有限责任公司 | A kind of hole pile construction method of platform structure |
| CN209430204U (en) * | 2019-01-28 | 2019-09-24 | 中铁第六勘察设计院集团有限公司 | Anti- dash forward of one kind gushes back cover structure |
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| CN109578014A (en) | 2019-04-05 |
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