CN116398165A - New tunnel penetrating through existing station at zero distance and construction method thereof - Google Patents
New tunnel penetrating through existing station at zero distance and construction method thereof Download PDFInfo
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- CN116398165A CN116398165A CN202310424996.8A CN202310424996A CN116398165A CN 116398165 A CN116398165 A CN 116398165A CN 202310424996 A CN202310424996 A CN 202310424996A CN 116398165 A CN116398165 A CN 116398165A
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- 238000010276 construction Methods 0.000 title claims abstract description 34
- 230000000149 penetrating effect Effects 0.000 title claims abstract description 13
- 238000007710 freezing Methods 0.000 claims abstract description 56
- 230000008014 freezing Effects 0.000 claims abstract description 55
- 238000000034 method Methods 0.000 claims abstract description 20
- 230000002787 reinforcement Effects 0.000 claims abstract description 15
- 230000003014 reinforcing effect Effects 0.000 claims abstract description 11
- 229910000831 Steel Inorganic materials 0.000 claims description 43
- 239000010959 steel Substances 0.000 claims description 43
- 239000004567 concrete Substances 0.000 claims description 18
- 238000009412 basement excavation Methods 0.000 claims description 8
- 238000005065 mining Methods 0.000 claims description 8
- 239000011378 shotcrete Substances 0.000 claims description 8
- 239000002689 soil Substances 0.000 claims description 8
- 238000010257 thawing Methods 0.000 claims description 6
- 239000011150 reinforced concrete Substances 0.000 claims description 4
- 239000004568 cement Substances 0.000 claims description 3
- 238000009933 burial Methods 0.000 abstract description 10
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 5
- 238000010586 diagram Methods 0.000 description 4
- 229910001294 Reinforcing steel Inorganic materials 0.000 description 2
- 239000004576 sand Substances 0.000 description 2
- 230000004888 barrier function Effects 0.000 description 1
- 230000015572 biosynthetic process Effects 0.000 description 1
- 238000005553 drilling Methods 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 238000007789 sealing Methods 0.000 description 1
- 239000002002 slurry Substances 0.000 description 1
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Classifications
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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
- E21D9/14—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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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
- E21D11/105—Transport or application of concrete specially adapted for the lining of tunnels or galleries ; Backfilling the space between main building element and the surrounding rock, e.g. with concrete
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/14—Lining predominantly with metal
- E21D11/18—Arch members ; Network made of arch members ; Ring elements; Polygon elements; Polygon elements inside arches
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/001—Improving soil or rock, e.g. by freezing; Injections
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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)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Structural Engineering (AREA)
- Architecture (AREA)
- Environmental & Geological Engineering (AREA)
- Civil Engineering (AREA)
- Soil Sciences (AREA)
- Excavating Of Shafts Or Tunnels (AREA)
Abstract
The invention discloses a new tunnel penetrating through an existing station at zero distance, and relates to the field of tunnel engineering. The method comprises the steps of forming a U-shaped freezing reinforcement body by freezing and reinforcing the periphery through the horizontal freezing holes, wherein the top of the freezing reinforcement body is closely attached to a bottom plate of the existing underground station; the new tunnel is communicated with the vertical shaft and the new station, the new tunnel comprises an initial support and a secondary lining, and the top of the initial support is closely attached to the bottom plate of the existing underground station. The invention reduces the burial depth of the newly built tunnel, thereby reducing the burial depth of the newly built station, saving the engineering investment, effectively protecting the existing underground station and reducing the stress deformation and the internal force of the structure. The invention also relates to a construction method of the new tunnel penetrating the existing station at zero distance.
Description
Technical Field
The invention relates to the field of tunnel engineering, in particular to a new tunnel penetrating through an existing station at zero distance. The invention also relates to a construction method of the new tunnel penetrating the existing station at zero distance.
Background
With the rapid development of the construction of the rail transit projects of various large cities, the wire network planning is continuously updated, so that the project construction conditions of later-period lines are not reserved in the early construction process of part of stations, and the construction scheme of new projects is directly restricted.
During construction of the original standard underground station, a later newly built line is not considered, so that various underground structures such as guard piles or underground continuous walls, anti-pulling piles or temporary upright posts and the like which are left underground are only required to meet the calculation requirement of stress of the original standard underground station, and when a tunnel of the newly built line passes through the existing underground station, various underground structures in the tunnel construction range are required to be taken into consideration.
The existing various new tunnel technologies below the existing station are mining methods or shield methods, and a clear distance of more than 2m is generally reserved between the new tunnel and the bottom plate of the existing underground station, so that the elevation of the new tunnel is controlled by the existing underground station, and the elevation of the new station is also controlled by the new tunnel, and if the distance between the new tunnel and the bottom plate of the existing underground station is changed from 2m to 0m, the burial depth of the new station can be reduced by 2m, and the investment of the new station can be greatly reduced.
Therefore, it is necessary to develop a new tunnel penetrating an existing station at a zero distance by which a new tunnel is created below the existing operation station without reserving tunnel crossing conditions and engineering investment is reduced by reducing the burial depth of the new station.
Disclosure of Invention
The first object of the present invention is to overcome the above-mentioned drawbacks of the prior art, and to provide a new tunnel penetrating an existing station at zero distance.
The second object of the invention is to provide a method for using such a new tunnel with zero distance down through an existing station.
In order to achieve the first object, the technical scheme of the invention is as follows: a zero distance wears newly-built tunnel of existing station down, its characterized in that: the method comprises the steps of an existing underground station, a vertical shaft positioned at the left side of the existing underground station, a new station positioned at the right side of the existing underground station, a shield tunnel communicated with the left side of the bottom of the vertical shaft, a plurality of horizontal freezing holes positioned at the right side of the bottom of the vertical shaft and the left side of the bottom of the new station, and a new tunnel positioned at the bottom of the existing underground station, wherein the plurality of horizontal freezing holes are arranged in a U shape, the periphery of the horizontal freezing holes are frozen and reinforced to form a U-shaped freezing and reinforcing body through the horizontal freezing holes, and the top of the freezing and reinforcing body is closely attached to the bottom plate of the existing underground station;
the new tunnel is communicated with the vertical shaft and the new station, the new tunnel is positioned in the freezing reinforcement body, the new tunnel comprises an initial support and a secondary lining positioned in the initial support, and the top of the initial support is closely attached to the bottom plate of the existing underground station.
In the technical scheme, the wall thickness of the frozen-in reinforcing body is not less than 2.5m.
In the technical scheme, a plurality of inner supports, structural middle plates and shaft bottom plates which are arranged at intervals are sequentially arranged in the shaft from top to bottom; the vertical shaft bottom plate is backfilled with plain concrete; and the shield tunnel is communicated with the newly-built tunnel through a space between the structural middle plate and the vertical shaft bottom plate.
In order to achieve the second object, the technical scheme of the invention is as follows: the construction method of a new tunnel penetrating through the existing station at zero distance is characterized by comprising the following steps:
step 1: constructing a vertical shaft on the left side of the existing underground station and a newly-built station on the right side of the existing underground station, wherein the vertical shaft is constructed by adopting an open cut method;
step 2: after the vertical shaft is completed, constructing a horizontal freezing hole, performing unidirectional horizontal freezing in the vertical shaft through the horizontal freezing hole, and forming a U-shaped freezing reinforcement body at the bottom of the existing underground station;
step 3: under the protection of the freezing reinforcement body, carrying out mining method excavation construction, breaking the existing supporting structure in the tunnel, constructing the primary supporting and secondary lining structure, and completing a new tunnel below the existing station;
step 4: injecting cement paste from a grouting pipe to forcedly defrost, freeze and harden the body, and pulling out a horizontal freezing hole after adopting measures for controlling frost heaving, thawing and sinking;
step 5: and (3) finishing the structural middle plate in the vertical shaft, backfilling plain concrete above the vertical shaft bottom plate, forming a tunnel passing space between the vertical shaft bottom plate and the structural middle plate, communicating the newly built tunnel with the shield tunnel, and finally backfilling soil on the structural middle plate to finish the whole engineering construction.
In the technical scheme, in the step 3, early strength shotcrete and profile steel support are adopted for primary support; the sprayed concrete has the thickness of 300mm, the strength of C35 and the impermeability grade of P10; the steel arch centering adopts I-steel I22b, steel angles and steel plates are adopted for connection between the steel sections, and the types of the steel sections are Q235b grade steel; the section steel arch frame is formed by splicing a plurality of sections, and the splicing mode is connected by bolts; the secondary lining is made of molded reinforced concrete with the thickness of 500mm, the concrete strength is C35, and the impervious grade is P12.
In the above technical scheme, in step 3, after the existing supporting structure exposes the complete structure after tunnel excavation, concrete of the pile is removed by adopting a pneumatic pick, and steel bars in a to-be-connected range are reserved at the upper end and the lower end respectively; after the existing supporting structure is broken, 3-5 truss steel arches are densely distributed near the existing supporting structure.
Compared with the prior art, the invention has the following advantages:
1) The invention reduces the burial depth of the newly built tunnel, thereby reducing the burial depth of the newly built station, saving the engineering investment, effectively protecting the existing underground station and reducing the stress deformation and the internal force of the structure.
2) The invention can ensure that the newly built tunnel smoothly passes through the existing underground station without reserved tunnel crossing condition, and provides a larger margin for selecting newly built tunnel lines.
3) The invention combines various technological advantages, can solve the difficult problem of difficult removal of underground barriers when a tunnel is newly built below the existing underground station in various strata, and thus improves the adaptability of tunnel construction.
4) The invention is applicable to various projects for clearing underground obstacles, wherein the projects are provided with obstacle clearing wells on the ground.
Drawings
Fig. 1 is a schematic plan view of the present invention.
FIG. 2 is a cross-sectional view taken at A-A of FIG. 1.
FIG. 3 is a cross-sectional view at B-B in FIG. 1.
Fig. 4 is a cross-sectional view of a shield tunnel.
Fig. 5 is a schematic structural diagram of step 1.
Fig. 6 is a schematic structural diagram of step 2.
Fig. 7 is a schematic structural diagram of step 3.
Fig. 8 is a schematic structural diagram of step 5.
Wherein, 1-existing underground station, 11-bottom plate, 12-existing supporting structure, 2-vertical shaft, 21-internal support, 22-structural middle plate, 23-vertical shaft bottom plate, 24-plain concrete, 3-new station, 4-shield tunnel, 51-horizontal freezing hole, 52-freezing reinforcement body, 6-new tunnel, 61-primary support and 62-secondary lining.
Detailed Description
The following detailed description of the invention is, therefore, not to be taken in a limiting sense, but is made merely by way of example. While making the advantages of the present invention clearer and more readily understood by way of illustration.
As can be seen with reference to the accompanying drawings: a zero distance wears newly-built tunnel of existing station down, its characterized in that: the method comprises an existing underground station 1, a vertical shaft 2 positioned at the left side of the existing underground station 1, a new station 3 positioned at the right side of the existing underground station 1, a shield tunnel 4 communicated with the left side of the bottom of the vertical shaft 2, a plurality of horizontal freezing holes 51 arranged at the right side of the bottom of the vertical shaft 2 and the left side of the bottom of the new station 3, and a new tunnel 6 positioned at the bottom of the existing underground station 1, wherein the plurality of horizontal freezing holes 51 are arranged in a U shape, the periphery is frozen and reinforced into a U-shaped freezing and reinforcing body 52 through the horizontal freezing holes 51, and the top of the freezing and reinforcing body 52 is closely attached to a bottom plate 11 of the existing underground station 1;
the new tunnel 6 is communicated with the vertical shaft 2 and the new station 3, the new tunnel 6 is positioned in the freezing reinforcement body 52, the new tunnel 6 comprises an initial support 61 and a secondary lining 62 positioned in the initial support 61, and the top of the initial support 61 is closely attached to the bottom plate 11 of the existing underground station 1.
The wall thickness of the freeze-hardened body 52 is not less than 2.5m.
A plurality of inner supports 21, a structural middle plate 22 and a shaft bottom plate 23 which are arranged at intervals are sequentially arranged in the shaft 2 from top to bottom; the vertical shaft bottom plate 23 is backfilled with plain concrete 24; the shield tunnel 4 is communicated with the newly-built tunnel 6 through a space between the structural middle plate 22 and the vertical shaft bottom plate 23.
The construction method of a new tunnel penetrating through the existing station at zero distance is characterized by comprising the following steps:
step 1: constructing a vertical shaft 2 on the left side of the existing underground station 1 and a newly-built station 3 on the right side of the existing underground station 1, wherein the vertical shaft 2 is constructed by adopting an open cut method;
step 2: after the vertical shaft 2 is completed, constructing a horizontal freezing hole 51, performing unidirectional horizontal freezing in the vertical shaft 2 through the horizontal freezing hole 51, and forming a U-shaped freezing reinforcement body 52 at the bottom of the existing underground station 1; the horizontal freezing hole 51 enters the enclosure structure of the newly-built station 3 to be not smaller than 1m, and the shield tunnel 4 at the left side of the vertical shaft 2 is received during the horizontal freezing period to finish a part of the newly-built tunnel;
step 3: under the protection of the freezing reinforcement body 52, carrying out mining excavation construction, breaking the existing supporting structure 12 in the tunnel, constructing the primary supporting structure 61 and the secondary lining structure 62, and completing the newly built tunnel 6 below the existing station;
step 4: injecting cement slurry from the grouting pipe to forcedly defrost, freeze and harden the body 52, taking measures for controlling frost heaving, thawing and sinking, and pulling out the horizontal freezing hole 51;
step 5: the construction middle plate 22 is completed in the vertical shaft 2, plain concrete 24 is backfilled above the vertical shaft bottom plate 23, a tunnel passing space is formed between the vertical shaft bottom plate 23 and the construction middle plate 22, the newly-built tunnel 6 is communicated with the shield tunnel 4, and finally, soil is backfilled on the construction middle plate 22, so that the whole engineering construction is completed.
In the step 3, early strength shotcrete and profile steel support are adopted for the primary support 61; the sprayed concrete has the thickness of 300mm, the strength of C35 and the impermeability grade of P10; the steel arch centering adopts I-steel I22b, steel angles and steel plates are adopted for connection between the steel sections, and the types of the steel sections are Q235b grade steel; the section steel arch frame is formed by splicing a plurality of sections, and the splicing mode is connected by bolts; the secondary lining 62 is made of molded reinforced concrete with a thickness of 500mm, a concrete strength of C35 and a permeation resistance grade of P12.
In the step 3, after the existing supporting structure 12 exposes the complete structure in tunnel excavation, the concrete of the pile is chiseled by adopting a small machine such as a pneumatic pick, and the upper end and the lower end of the concrete are respectively reserved with reinforcing steel bars in a to-be-connected range; after the existing supporting structure 12 is broken, 3-5 truss steel arches are densely distributed near the existing supporting structure 12.
The invention excavates a new tunnel 6 by a mine method below the existing underground station 1 through newly-built ground vertical shafts 2 and horizontal freezing reinforcement, and finally the newly-built tunnel 6 is connected with the newly-built stations 3 and the shield tunnels 4 at the two ends. The new tunnel 6 is closely attached to the existing underground station 1 at zero distance, and the elevation of the new tunnel 6 can be raised, so that the burial depth of the new station 3 can be reduced, the existing underground station 1 can be effectively protected while the engineering investment is saved, and the stress deformation and the internal force of the structure are reduced.
Newly built station: in order to realize convenient transfer between the newly built station 3 and the existing underground station 1, the transfer passage takes passenger flow into consideration, and simultaneously shortens the passage length as much as possible, and in addition, in order to reduce the length of the newly built tunnel 6 by a later mining method, the newly built station 3 is arranged on one side of the existing underground station 1 and closely attached to the existing underground station 1.
Ground shaft: the vertical shaft 2 is firstly selected from the other side of the existing underground station 1, and is constructed by adopting an open cut method for comprehensive consideration of rapid construction; during construction of the vertical shaft 2, reverse construction is performed, and concrete supports are sequentially excavated and poured; the structural size of the vertical shaft 2 needs to meet the requirement of shield hoisting, and the hoisting hole is generally not smaller than 11.5 multiplied by 7.5m.
Formation reinforcement: in order to meet the structural safety of the later mining method excavation and effectively control the structural deformation of the existing underground station 1 during the excavation, horizontal freezing, horizontal MJS and horizontal grouting measures are adopted according to stratum conditions;
when the water-rich sand layer is arranged in the tunnel, horizontal drilling and freezing are sequentially carried out on the inner side of the vertical shaft 2 after the vertical shaft 2 is finished, the design of the horizontal freezing wall thickness in the water-rich sand layer or soft soil is not less than 2.5m, and the reinforced soil body is of a U-shaped structure; in order to ensure the safety of mining method excavation, the frozen and reinforced soil body has good sealing property and necessary strength.
If the tunnel is soft soil and the underground pressure-bearing water head is not high, the horizontal MJS can be adopted for reinforcement, and the thickness, the strength and the shape of the reinforced stratum are consistent with those of freezing;
when the stratum such as sandstone with higher strength at the tunnel site is used, measures such as horizontal grouting can be adopted according to the condition of the underground water part of the stratum, and the thickness, strength and shape of the reinforced stratum are consistent with those of the reinforced stratum.
And (3) excavating by a mine method: the primary support 61 is made of early strength shotcrete and section steel, the thickness of the shotcrete is 300mm, the strength is C35, and the impervious grade is P10. The steel arch centering adopts I-steel I22b, steel angles and steel plates are adopted for connection between the steel sections, and the types of the steel sections are Q235b grade steel; in order to improve the convenience of site construction, the steel section arch is formed by splicing a plurality of steel sections, and the splicing mode is connected by bolts; the secondary lining 62 is made of molded reinforced concrete with a thickness of 500mm, a concrete strength of C35 and a permeation resistance grade of P12.
Cut off the supporting construction of existing underground station: after the supporting structure of the existing underground station 1 is excavated to expose the complete structure in the newly built tunnel 6, the concrete of the pile is removed by adopting a small machine such as a pneumatic pick, the upper end and the lower end of the supporting structure are respectively provided with reinforcing steel bars in the range to be connected, and the rest of the supporting structure is cut. After the supporting structure is broken, 3-5 steel girders are densely distributed near the supporting structure (the specific number is determined according to the size of the supporting structure).
The frost heaving and thawing sinking control is performed, and as the freezing body below the existing underground station 1 is closely attached to the bottom plate 11 of the existing underground station 1, in order to reduce the influence of the freezing body on the existing underground station 1, horizontal grouting is adopted while the horizontal freezing holes 51 are constructed, so that the water content of soil bodies adjacent to the bottom plate area is reduced; in addition, during freezing, comprehensive measures such as pressure relief holes, forced thawing and the like are taken to control the frost heaving and thawing settlement of the freezing and reinforcing body 52.
The invention can effectively protect the existing operation station, reduce the burial depth of the newly built station 3 and ensure that the newly built tunnel 6 smoothly passes through the existing underground station 1 without reserved tunnel crossing conditions, thereby providing a larger margin for the selection of tunnel lines.
On the basis of the existing conventional construction method, the invention provides a new tunnel construction method, namely, a rectangular section is manually excavated below the existing underground station 1 by adopting a mine method, a rectangular tunnel is formed after a supporting structure with certain strength and rigidity is adopted (horizontal freezing, horizontal MJS or grouting reinforcement are adopted in advance when necessary for stratum), and the top of the tunnel is closely attached to the bottom plate 11 of the existing underground station 1; in order to realize the connection of a rectangular tunnel by a mining method and a shield circular tunnel which is constructed quickly, a shield working well is newly built at one side of the existing underground station 1; the construction method reduces the burial depth of the newly built tunnel, thereby reducing the burial depth of the newly built station, saving the engineering investment, simultaneously effectively protecting the existing operation station and reducing the stress deformation and the internal force of the structure.
Other non-illustrated parts are known in the art.
Claims (6)
1. A zero distance wears newly-built tunnel of existing station down, its characterized in that: the method comprises the steps of an existing underground station (1), a vertical shaft (2) positioned at the left side of the existing underground station (1), a new station (3) positioned at the right side of the existing underground station (1), a shield tunnel (4) communicated with the left side of the bottom of the vertical shaft (2), a plurality of horizontal freezing holes (51) arranged at the right side of the bottom of the vertical shaft (2) and the left side of the bottom of the new station (3) and a new tunnel (6) positioned at the bottom of the existing underground station (1), wherein the plurality of horizontal freezing holes (51) are arranged in a U shape, the periphery of the vertical shaft is frozen and reinforced to form a U-shaped freezing and reinforcing body (52) through the horizontal freezing holes (51), and the top of the freezing and reinforcing body (52) is closely attached to a bottom plate (11) of the existing underground station (1);
the novel tunnel (6) is communicated with the vertical shaft (2) and the novel station (3), the novel tunnel (6) is located in the freezing reinforcement body (52), the novel tunnel (6) comprises an initial support (61) and a secondary lining (62) located in the initial support (61), and the top of the initial support (61) is closely attached to the bottom plate (11) of the existing underground station (1).
2. A new tunnel for zero-distance underpass of existing station as defined in claim 1, wherein: the frozen-in reinforcing body (52) has a wall thickness of not less than 2.5m.
3. A new tunnel for zero-distance underpass of existing station as defined in claim 2, wherein: a plurality of inner supports (21), a structural middle plate (22) and a vertical shaft bottom plate (23) which are arranged at intervals are sequentially arranged in the vertical shaft (2) from top to bottom; the vertical shaft bottom plate (23) is backfilled with plain concrete (24); the shield tunnel (4) is communicated with the newly built tunnel (6) through a space between the structural middle plate (22) and the vertical shaft bottom plate (23).
4. A construction method of a new tunnel penetrating an existing station at zero distance according to any one of claims 1 to 3, comprising the steps of:
step 1: constructing a vertical shaft (2) at the left side of the existing underground station (1) and a newly-built station (3) at the right side of the existing underground station (1), wherein the vertical shaft (2) is constructed by adopting an open cut method;
step 2: after the vertical shaft (2) is finished, constructing a horizontal freezing hole (51), performing unidirectional horizontal freezing in the vertical shaft (2) through the horizontal freezing hole (51), and forming a U-shaped freezing reinforcing body (52) at the bottom of the existing underground station (1);
step 3: carrying out mining excavation construction under the protection of a freezing reinforcement body (52), breaking the existing supporting structure (12) in the tunnel, constructing an initial supporting structure (61) and a secondary lining structure (62), and completing a newly built tunnel (6) below the existing station;
step 4: injecting cement paste from a grouting pipe to forcedly defrost, freeze and harden the body (52), and pulling out a horizontal freezing hole (51) after taking measures of controlling frost heaving, thawing and sinking;
step 5: the construction method comprises the steps of finishing a structural middle plate (22) in a vertical shaft (2), backfilling plain concrete (24) above a vertical shaft bottom plate (23), forming a tunnel passing space between the vertical shaft bottom plate (23) and the structural middle plate (22), communicating a newly built tunnel (6) with a shield tunnel (4), and finally backfilling soil on the structural middle plate (22) to finish the whole engineering construction.
5. The construction method of a new tunnel penetrating an existing station at zero distance according to claim 4, wherein in step 3, early strength shotcrete+section steel support is adopted for the primary support (61); the sprayed concrete has the thickness of 300mm, the strength of C35 and the impermeability grade of P10; the steel arch centering adopts I-steel I22b, steel angles and steel plates are adopted for connection between the steel sections, and the types of the steel sections are Q235b grade steel; the section steel arch frame is formed by splicing a plurality of sections, and the splicing mode is connected by bolts; the secondary lining (62) is made of molded reinforced concrete with the thickness of 500mm, the concrete strength of C35 and the impervious grade of P12.
6. The construction method of a new tunnel penetrating through an existing station at zero distance according to claim 5, wherein in the step 3, after the existing supporting structure (12) is excavated to expose the complete structure, concrete of piles is removed by adopting a pneumatic pick, and steel bars in a to-be-connected range are reserved at the upper end and the lower end of the concrete; after the existing supporting structure (12) is broken, 3-5 steel girders are densely distributed near the existing supporting structure (12).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202310424996.8A CN116398165A (en) | 2023-04-20 | 2023-04-20 | New tunnel penetrating through existing station at zero distance and construction method thereof |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202310424996.8A CN116398165A (en) | 2023-04-20 | 2023-04-20 | New tunnel penetrating through existing station at zero distance and construction method thereof |
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| CN116398165A true CN116398165A (en) | 2023-07-07 |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN116906085A (en) * | 2023-09-13 | 2023-10-20 | 湖南大学 | Method for constructing deep large underground structure |
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2023
- 2023-04-20 CN CN202310424996.8A patent/CN116398165A/en active Pending
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN116906085A (en) * | 2023-09-13 | 2023-10-20 | 湖南大学 | Method for constructing deep large underground structure |
| CN116906085B (en) * | 2023-09-13 | 2023-12-08 | 湖南大学 | Method for constructing deep large underground structure |
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