CN112647956B - Construction method for short-distance underpass subway station of water-rich composite stratum shield - Google Patents
Construction method for short-distance underpass subway station of water-rich composite stratum shield Download PDFInfo
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- CN112647956B CN112647956B CN202011555049.5A CN202011555049A CN112647956B CN 112647956 B CN112647956 B CN 112647956B CN 202011555049 A CN202011555049 A CN 202011555049A CN 112647956 B CN112647956 B CN 112647956B
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- 238000010276 construction Methods 0.000 title claims abstract description 29
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 title claims abstract description 19
- 239000002131 composite material Substances 0.000 title description 3
- 238000007710 freezing Methods 0.000 claims abstract description 76
- 230000008014 freezing Effects 0.000 claims abstract description 75
- 238000000034 method Methods 0.000 claims abstract description 24
- 238000009412 basement excavation Methods 0.000 claims abstract description 18
- 239000011381 foam concrete Substances 0.000 claims abstract description 14
- 230000001681 protective effect Effects 0.000 claims abstract description 8
- 238000013461 design Methods 0.000 claims abstract description 7
- 230000002787 reinforcement Effects 0.000 claims abstract description 6
- 239000002689 soil Substances 0.000 claims abstract description 6
- 238000012544 monitoring process Methods 0.000 claims description 5
- 239000003673 groundwater Substances 0.000 claims description 4
- 238000002844 melting Methods 0.000 claims description 4
- 230000008018 melting Effects 0.000 claims description 4
- 238000001816 cooling Methods 0.000 claims 1
- 238000010257 thawing Methods 0.000 description 2
- 239000012267 brine Substances 0.000 description 1
- 239000004567 concrete Substances 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 230000008595 infiltration Effects 0.000 description 1
- 238000001764 infiltration Methods 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 238000004904 shortening Methods 0.000 description 1
- HPALAKNZSZLMCH-UHFFFAOYSA-M sodium;chloride;hydrate Chemical compound O.[Na+].[Cl-] HPALAKNZSZLMCH-UHFFFAOYSA-M 0.000 description 1
- 239000000243 solution Substances 0.000 description 1
- 238000012360 testing method Methods 0.000 description 1
Images
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
- E21D9/001—Improving soil or rock, e.g. by freezing; Injections
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
- E02D3/11—Improving or preserving soil or rock, e.g. preserving permafrost soil by thermal, electrical or electro-chemical means
- E02D3/115—Improving or preserving soil or rock, e.g. preserving permafrost soil by thermal, electrical or electro-chemical means by freezing
-
- 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
- E21D11/08—Lining with building materials with preformed concrete slabs
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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
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/06—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining
- E21D9/0607—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining the shield being provided with devices for lining the tunnel, e.g. shuttering
- E21D9/0609—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining the shield being provided with devices for lining the tunnel, e.g. shuttering with means for applying a continuous liner, e.g. sheets of plastics, between the main concrete lining and the rock
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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
- Y02E10/10—Geothermal energy
Landscapes
- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- Structural Engineering (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geology (AREA)
- Geochemistry & Mineralogy (AREA)
- Architecture (AREA)
- Environmental & Geological Engineering (AREA)
- Civil Engineering (AREA)
- Soil Sciences (AREA)
- Agronomy & Crop Science (AREA)
- Paleontology (AREA)
- General Engineering & Computer Science (AREA)
- Excavating Of Shafts Or Tunnels (AREA)
- Lining And Supports For Tunnels (AREA)
Abstract
According to the construction method for the water-rich stratum shield to pass through the subway station in a short distance, a horizontal freezing pipe is arranged in a foundation pit of a newly-built station, and a vertical freezing pipe is arranged on the ground to strengthen soil; after the freezing method reinforcement body reaches the design strength, installing a protective door, and chiseling off a ground continuous wall in the range of the protective door of the foundation pit side of the existing station near the newly built station; step-by-step excavation by using a step method, firstly excavating an upper step and carrying out primary support, then excavating a lower step and carrying out primary support until the foundation pit side underground continuous wall of the existing station far from the newly built station and the residual part of the foundation pit side underground continuous wall of the existing station near the newly built station are chiseled; filling by adopting light foam concrete; and after the light foam concrete is filled, the shield machine is propelled, the shield machine is provided with duct pieces on the tunnel wall, and the shield machine is synchronously grouting. The invention fully utilizes the stratum water-rich condition, combines horizontal freezing and vertical freezing to form the cup-shaped freezing and hardening body, controls the existing station to sink, and ensures the normal operation safety of the existing subway.
Description
Technical Field
The invention relates to a tunnel construction method, in particular to a construction method of a subway tunnel water-rich stratum.
Background
In recent years, urban modern construction is rapidly developed, so that rail transit is rapidly developed, and a plurality of lines in an urban subway network are crossed. Including section-to-section intersection, station-to-station intersection, etc. The underpass engineering not only forms a serious test for the safety and normal operation of the existing tunnel, but also becomes the engineering with the highest risk level in the construction of the urban underground tunnel. The proximity crossing engineering is a construction engineering with large difficulty risk coefficient, high technical requirement and wide social influence. At present, the underpass engineering in the subway field is mainly constructed by two modes of reserving later-stage station structure interfaces and breaking existing station side wall creation interfaces. However, with the development of economy and population growth, urban traffic planning can be adjusted and changed, a newly planned subway line can be built, the newly planned subway line has no reserved interface at the existing station, and particularly the existing subway station is penetrated under a water-rich layer, so that the construction difficulty is higher, the safety of the existing station is ensured, and the normal operation of the station is ensured.
Disclosure of Invention
The invention aims to provide a construction method for a water-rich stratum shield to pass through a subway station in a short distance, which fully utilizes stratum water-rich conditions in subway tunnel construction, ensures construction safety, controls the existing station to sink, and ensures normal operation safety of the existing subway.
The invention relates to a construction method for a water-rich stratum shield to pass through a subway station in a short distance, which comprises the following steps:
s1: before the shield passes through the subway station in a short distance, the soil body is reinforced by applying a horizontal freezing pipe in a foundation pit of the newly-built station and applying a vertical freezing pipe on the ground;
s2: when the freezing method reinforcement body reaches the design strength, installing a protective door according to the design, and chiseling off a ground continuous wall in the range of the existing station near the protective door at the foundation pit side of the newly-built station;
s3: step method step by step excavation, namely excavating an upper step and carrying out primary support, then excavating a lower step and carrying out primary support, wherein the excavation step distance is consistent with the distance between supports, and the excavation is carried out along with the support until the existing station is removed from the foundation pit side wall of the newly built station and the residual part of the existing station near the foundation pit side wall of the newly built station;
s4: measuring the state of the primary support, checking the position of the primary support, removing the internal cross braces of the primary support, and filling by adopting light foam concrete;
s5: after the light foam concrete is filled, the shield machine is pushed to the outer side of the freezing wall, the vertical freezing pipe is stopped to freeze, and the vertical freezing pipe in the pushing range of the shield is pulled out; the horizontal freezing pipe is continuously frozen until the shield machine enters the lower part of the station and then is pulled out and sealed;
s6: the shield machine is propelled, the shield machine is provided with duct pieces on the wall of the tunnel, and the shield machine is synchronously grouting and passes through the station.
Further, the horizontal freezing pipes in the step S1 are arranged in a double-layer mode.
Further, the vertical freezing pipes in the step S1 are arranged in a double-layer mode.
Further, S1, the freezing thickness of the horizontal freezing pipe is not smaller than 2.5m, and the freezing wall thickness below the excavation surface is not smaller than 2.0m;
further, the step method described in S3 excavates, the step distance d between the lower step and the upper step is not less than 10m, the excavating step distance is consistent with the distance between the supports, and measures are taken to prevent the upper primary support from being suspended for a long time during construction along with the excavation.
Furthermore, the horizontal freezing and the vertical freezing in the step S1 are combined to form a cup-shaped freezing wall, so that groundwater is effectively isolated.
Further, the lightweight foam concrete in S4 is backfilled, filled in layers and sections, filling is required to be full, a grouting pipe is reserved at the top, and grouting is performed after backfilling is completed.
Further, in the pushing process of the shield machine in S6, filling grouting is immediately performed after the pipe piece is stopped from freezing, grouting is performed by using grouting holes in the pipe piece, and after the filling grouting is finished, wall melting and sinking compensation grouting is performed by using grouting holes in the pipe piece according to stratum monitoring conditions.
According to the invention, the stratum water-rich condition is fully utilized, the cup-shaped freezing reinforcement is formed by combining horizontal freezing and vertical freezing, underground water is effectively isolated, the mine method excavation safety is guaranteed, the primary support is timely applied during the step method excavation, the support is carried out along with the excavation, the light foam concrete backfilling is carried out after the obstacle clearance is finished, the vertical freezing pipe is removed before the shield is pushed, the melting and sinking are timely controlled by grouting, the existing station sinking is controlled, and the normal operation safety of the existing subway is guaranteed.
Drawings
Fig. 1 is a schematic view of a construction flow of the present invention.
Fig. 2 is a schematic view of the construction steps of the present invention.
FIG. 3 is a schematic view showing the state of the construction steps of the present invention.
Fig. 4 is a schematic view showing the state of the construction step of the present invention.
Fig. 5 is a schematic view showing the state of the construction step of the present invention.
Fig. 6 is a schematic view showing the state of the construction step of the present invention.
In the figure: 1-ground, 2-existing station structure, 3-freezing method freezing body, 4-soil body, 5-protective door, 6-upper step, 7-lower step, 8-ground wall and 9-light foam concrete.
Detailed Description
For the purpose of making the objects, technical solutions and advantages of the present invention more apparent, the present invention will be described in further detail with reference to fig. 1 to 6.
The invention discloses a construction method for a water-rich stratum shield to pass through a subway station in a short distance, which comprises the following steps:
s1: before the shield passes through the subway station in a short distance, a horizontal freezing pipe is arranged in a foundation pit of a newly-built station and a vertical freezing pipe is arranged on the ground to strengthen the soil body, as shown in fig. 2, wherein 3 is a freezing method freezing body, 1 is the ground, and 2 is an existing station structure;
s2: when the freezing method reinforcement body reaches the design strength, installing a protective door 5 according to the design, and chiseling off a diaphragm wall in the range of the protective door of the foundation pit side of the existing station near the newly built station, as shown in figure 3;
s3: step method step by step excavation, namely excavating an upper step 6 and carrying out primary support, then excavating a lower step 7 and carrying out primary support, wherein the excavation step distance d is consistent with the distance between brackets, and the excavation is carried out along with the support until the existing station is removed from the foundation pit side underground diaphragm wall 8 of the newly built station and the rest part of the existing station near the foundation pit side underground diaphragm wall 8 of the newly built station are excavated, as shown in figures 3 and 4;
s4: measuring the state of the primary support, checking the position of the primary support, removing the internal cross support of the primary support, filling by adopting light foam concrete 9, controlling the time from the beginning to the completion of the concrete filling to be within 24 hours, and shortening the blank time as much as possible, as shown in figure 5;
s5: after the light foam concrete 9 is filled, the shield machine is pushed to the outer side of the freezing wall, the vertical freezing pipe is stopped to be frozen, and the vertical freezing pipe in the pushing range of the shield is pulled out; the horizontal freezing pipe is continuously frozen until the shield machine enters the lower part of the station and then is pulled out and sealed;
s6: the shield machine is propelled, the shield machine is provided with duct pieces on the wall of the tunnel, the shield machine is synchronously grouting, and the shield machine passes through the station downwards, as shown in fig. 6.
Furthermore, the horizontal freezing pipes are arranged in a double-layer mode, the inner ring is frozen by the double-layer horizontal freezing pipes and the outer ring is frozen, whether the freezing pipes at the top of the outer ring are frozen or not is determined according to the deformation monitoring condition of the station bottom plate, the freezing pipes are independently cooled, and if the deformation is too large, the freezing is stopped, and hot brine is introduced for thawing if necessary.
Further, the vertical freezing pipes in the step S1 are arranged in a double-layer mode.
Further, S1, the freezing thickness of the horizontal freezing pipe is not smaller than 2.5m, and the freezing wall thickness below the excavation surface is not smaller than 2.0m;
further, in the step method of S3, the step distance d between the lower step and the upper step is not smaller than 10m, the step distance is consistent with the distance between the supports, and measures are taken to prevent the upper primary support from being suspended for a long time during construction along with the support.
Furthermore, the horizontal freezing and the vertical freezing in the step S1 are combined to form a cup-shaped freezing wall, so that groundwater is effectively isolated.
Further, the lightweight foam concrete in S4 is backfilled, filled in layers and sections, filling is required to be full, a grouting pipe is reserved at the top, and grouting is performed after backfilling is completed.
Further, in the pushing process of the shield machine in S6, filling grouting is immediately performed after the pipe piece is stopped from freezing, grouting is performed by using grouting holes in the pipe piece, and after the filling grouting is finished, wall melting and sinking compensation grouting is performed by using grouting holes in the pipe piece according to stratum monitoring conditions.
In order to better break the existing station side wall of the water-rich composite stratum and clear the shield pushing obstacle, the invention freezes the body 3 to the soil body reinforcement method through the freezing method that the horizontal freezing is combined with the vertical freezing, the mine method excavates to form the cup-shaped frozen wall, effectively isolates the infiltration of the groundwater, and realizes the obstacle clearing of the underground continuous wall therein. And after the obstacle clearance is finished, backfilling the light foam concrete. And in the shield pushing process, the post-filling grouting of the segment is reinforced, the frost heaving and thawing sinking problems generated in the horizontal freezing process are restrained, the construction safety is ensured, and the sinking of the existing station is controlled.
Of course, the present invention is capable of other various embodiments and its several details are capable of modification and variation in light of the present invention by one skilled in the art without departing from the spirit and scope of the invention as defined in the appended claims.
Claims (6)
1. A construction method for a water-rich stratum shield to pass through a subway station in a short distance is characterized by comprising the following steps: the method comprises the following steps:
s1: before the shield passes through the subway station in a short distance, the soil body is reinforced by applying a horizontal freezing pipe in a foundation pit of the newly-built station and applying a vertical freezing pipe on the ground;
the horizontal freezing pipes are arranged in a double-layer mode, the inner ring is frozen by the double-layer horizontal freezing pipes, the outer ring is frozen, whether the outer ring top freezing pipe is frozen or not is determined according to the deformation monitoring condition of the station bottom plate, the outer ring top freezing pipe adopts a single cooling mode, and the freezing should be stopped if the deformation is too large;
the horizontal freezing and the vertical freezing are combined to form a cup-shaped freezing wall, so that groundwater is effectively isolated;
s2: when the freezing method reinforcement body reaches the design strength, installing a protective door according to the design, and chiseling off a ground continuous wall in the range of the existing station near the protective door at the foundation pit side of the newly-built station;
s3: step method step by step excavation, namely excavating an upper step and carrying out primary support, then excavating a lower step and carrying out primary support, wherein the excavation step distance is consistent with the distance between supports, and the excavation is carried out along with the support until the existing station is removed from the foundation pit side wall of the newly built station and the residual part of the existing station near the foundation pit side wall of the newly built station;
s4: measuring the state of the primary support, checking the position of the primary support, removing the internal cross braces of the primary support, and filling by adopting light foam concrete;
s5: after the light foam concrete is filled, the shield machine is pushed to the outer side of the freezing wall, the vertical freezing pipe is stopped to freeze, and the vertical freezing pipe in the pushing range of the shield is pulled out; the horizontal freezing pipe is continuously frozen until the shield machine enters the lower part of the station and then is pulled out and sealed;
s6: the shield machine is propelled, the shield machine is provided with duct pieces on the wall of the tunnel, and the shield machine is synchronously grouting and passes through the station.
2. The construction method for the shield to pass through the subway station in a short distance in the water-rich stratum according to claim 1, which is characterized in that: s1, the vertical freezing pipes are arranged in a double-layer mode.
3. The construction method for the shield to pass through the subway station in a short distance in the water-rich stratum according to claim 1, which is characterized in that: s1, freezing thickness of the horizontal freezing pipe, wherein the thickness of a freezing wall above an excavation surface is not less than 2.5m, and the thickness of a freezing wall below the excavation surface is not less than 2.0m;
4. the construction method for the shield to pass through the subway station in a short distance in the water-rich stratum according to claim 1, which is characterized in that: s3, excavating by a step method, wherein the step distance between a lower step and an upper step is not less than 10m, the excavating step distance is consistent with the support distance, and measures are taken to prevent the upper primary support from being suspended for too long when the support is excavated.
5. The construction method for the shield to pass through the subway station in a short distance in the water-rich stratum according to claim 1, which is characterized in that: s4, backfilling the light foam concrete, filling in layers and sections, filling fully, reserving a grouting pipe at the top, and grouting after backfilling is finished.
6. The construction method for the shield to pass through the subway station in a short distance in the water-rich stratum according to claim 1, which is characterized in that: and S6, in the pushing process of the shield machine, filling grouting is immediately carried out after the pipe piece is stopped from freezing, grouting is carried out by using grouting holes in the pipe piece, and after the filling grouting is finished, wall freezing melting and sinking compensation grouting is carried out by using grouting holes in the pipe piece according to stratum monitoring conditions.
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| CN202011555049.5A CN112647956B (en) | 2020-12-24 | 2020-12-24 | Construction method for short-distance underpass subway station of water-rich composite stratum shield |
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| CN202011555049.5A CN112647956B (en) | 2020-12-24 | 2020-12-24 | Construction method for short-distance underpass subway station of water-rich composite stratum shield |
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| CN112647956B true CN112647956B (en) | 2023-05-12 |
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| CN113338970B (en) * | 2021-07-16 | 2024-03-19 | 中天建设集团有限公司 | Shield receiving method |
| CN113803074A (en) * | 2021-09-27 | 2021-12-17 | 长江勘测规划设计研究有限责任公司 | Construction method of tunnel structure for artificial and mechanical combined obstacle removal of water-rich sand layer |
| CN113803073B (en) * | 2021-09-27 | 2024-01-19 | 长江勘测规划设计研究有限责任公司 | Construction method of tunnel structure for manually clearing obstacle in water-rich sand layer |
| CN114198108A (en) * | 2021-12-21 | 2022-03-18 | 中铁一局集团有限公司 | Method for breaking and removing obstacles of shield-driven downward-passing existing station enclosure structure in water-rich sand layer |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN205260038U (en) * | 2016-01-05 | 2016-05-25 | 海南大学 | Wall reinforced structure is freezed to shield tunnel end box |
| CN206419017U (en) * | 2017-01-23 | 2017-08-18 | 中铁十一局集团城市轨道工程有限公司 | Shallow tunnel with big cross-section freezing underground excavation constructing structure |
| CN107654234A (en) * | 2017-07-24 | 2018-02-02 | 广州地铁设计研究院有限公司 | A kind of construction method of subway tunnel crossing subway station diaphram wall |
| CN110173267B (en) * | 2019-06-06 | 2020-11-20 | 中铁一局集团第二工程有限公司 | Construction method for subway shield zone to pass through existing station |
| CN110878697A (en) * | 2019-12-10 | 2020-03-13 | 济南轨道交通集团有限公司 | Shield underwater receiving method next to urban main road in high-water-rich sandy gravel stratum |
| CN111156005A (en) * | 2020-03-11 | 2020-05-15 | 中铁二局集团有限公司 | Construction method for tunnel to pass through subway station at close distance |
| CN111335902B (en) * | 2020-04-23 | 2021-06-22 | 中铁四局集团有限公司 | Construction method for shield tunneling ground connection wall underpass operation subway station |
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