CN113187487B - Construction method of double-layer full-section frozen underground excavation station structure of subway - Google Patents
Construction method of double-layer full-section frozen underground excavation station structure of subway Download PDFInfo
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- 238000009412 basement excavation Methods 0.000 title claims abstract description 157
- 238000010276 construction Methods 0.000 title claims abstract description 137
- 230000008014 freezing Effects 0.000 claims abstract description 139
- 238000007710 freezing Methods 0.000 claims abstract description 139
- 238000013461 design Methods 0.000 claims abstract description 12
- 238000000034 method Methods 0.000 claims abstract description 9
- 229910000831 Steel Inorganic materials 0.000 claims description 74
- 239000010959 steel Substances 0.000 claims description 74
- 239000004567 concrete Substances 0.000 claims description 30
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 26
- 210000001503 joint Anatomy 0.000 claims description 12
- 239000003292 glue Substances 0.000 claims description 8
- 238000002844 melting Methods 0.000 claims description 8
- 230000005540 biological transmission Effects 0.000 claims description 7
- 230000008018 melting Effects 0.000 claims description 7
- 238000007789 sealing Methods 0.000 claims description 7
- 230000000903 blocking effect Effects 0.000 claims description 6
- 239000011378 shotcrete Substances 0.000 claims description 6
- 239000003973 paint Substances 0.000 claims description 5
- 238000010257 thawing Methods 0.000 claims description 5
- JEIPFZHSYJVQDO-UHFFFAOYSA-N iron(III) oxide Inorganic materials O=[Fe]O[Fe]=O JEIPFZHSYJVQDO-UHFFFAOYSA-N 0.000 claims description 3
- 239000004570 mortar (masonry) Substances 0.000 claims description 3
- 239000011414 polymer cement Substances 0.000 claims description 3
- 230000003014 reinforcing effect Effects 0.000 claims description 3
- 238000011161 development Methods 0.000 claims description 2
- 239000007943 implant Substances 0.000 claims 1
- 210000003205 muscle Anatomy 0.000 claims 1
- 230000002093 peripheral effect Effects 0.000 claims 1
- 238000007569 slipcasting Methods 0.000 claims 1
- 238000012546 transfer Methods 0.000 abstract description 12
- 230000000694 effects Effects 0.000 abstract description 5
- 230000002411 adverse Effects 0.000 abstract description 4
- 230000008569 process Effects 0.000 abstract description 4
- 230000008859 change Effects 0.000 abstract description 3
- 230000006872 improvement Effects 0.000 description 6
- 239000002689 soil Substances 0.000 description 6
- 230000008961 swelling Effects 0.000 description 6
- 229910001294 Reinforcing steel Inorganic materials 0.000 description 5
- 239000011150 reinforced concrete Substances 0.000 description 4
- 230000002787 reinforcement Effects 0.000 description 4
- 239000011248 coating agent Substances 0.000 description 2
- 238000000576 coating method Methods 0.000 description 2
- 239000000463 material Substances 0.000 description 2
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- 239000000853 adhesive Substances 0.000 description 1
- 230000001070 adhesive effect Effects 0.000 description 1
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- 238000005192 partition Methods 0.000 description 1
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- 239000011376 self-consolidating concrete 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
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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
- 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
- E21D11/15—Plate linings; Laggings, i.e. linings designed for holding back formation material or for transmitting the load to main supporting members
- E21D11/152—Laggings made of grids or nettings
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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
- E21D11/38—Waterproofing; Heat insulating; Soundproofing; Electric insulating
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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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- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- Structural Engineering (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
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- Soil Sciences (AREA)
- Underground Structures, Protecting, Testing And Restoring Foundations (AREA)
Abstract
The invention provides a double-layer station structure type suitable for subway full-section frozen underground excavation, which is characterized in that frozen underground excavation areas are arranged on two sides or one side of an established station, freezing construction work wells are arranged on one side of the frozen underground excavation areas, the established station and the freezing construction work wells are connected through the frozen underground excavation areas, the frozen underground excavation areas and a new station are connected through the freezing construction work wells, post-pouring belt construction is carried out after the main structure of the frozen underground excavation areas is completely completed, and each layer of structure is butted, so that the new station and the established station are connected into a whole. And designing the structures of the freezing construction working well and the freezing underground excavation area according to the freezing construction process requirements, the engineering planning and the station design technical requirements. The invention can solve the problems that the pipelines at the top of the station are difficult to transfer and change and secondary transfer, avoid adverse effects on daily operation of surrounding plots and municipal road traffic, and effectively relieve and avoid a plurality of social and civil problems.
Description
Technical Field
The invention belongs to the technical field of underground space, and particularly relates to a construction method of a double-layer full-section frozen underground excavation station structure of a subway.
Background
At present, urban traffic jam is increasingly serious, subway construction is accelerating to develop, and the urban traffic jam condition can be aggravated in the construction period due to long period, large construction quantity and wide related area of the subway construction. How to effectively untangling urban traffic, ensuring ordered traffic during subway construction, and reducing adverse effects of subway construction on road traffic becomes a problem to be solved urgently. The construction method of open cut has great influence on surrounding environment and traffic, so the application of the freezing and underground excavation method in underground engineering construction is more and more, the freezing and underground excavation method is mainly applied to the continuous tunnel of the subway section tunnel and the station small-section underground excavation construction at present, the excavation section is smaller, and the freezing wall body quantity is smaller.
Disclosure of Invention
The invention aims to provide a construction method of a subway double-layer full-section frozen underground excavation station structure, which aims to solve the problems that the pipeline at the top of the station is difficult to transfer and change and secondary transfer are difficult to carry out, avoid the adverse effect on the daily operation of surrounding land parcels and the municipal road traffic, and effectively relieve and avoid many social and civil problems.
In order to achieve the above purpose, the invention provides a construction method of a double-layer full-section frozen underground excavation station structure of a subway, wherein the structural design of the frozen underground excavation station is required to be based on the technical requirements of frozen construction process, engineering planning and station design, the construction process of a main body structure of the station is complex, and the whole process is penetrated by construction of different sub-projects, and the construction method is characterized by comprising the following steps:
and step 1, setting frozen underground excavation areas on two sides or one side of the built station, and setting frozen construction work wells on one side of the frozen underground excavation areas. Firstly, constructing a freezing construction working well enclosure structure, excavating a working well, and Shi Zuogong as a well main body structure;
step 2, constructing a pipe shed and a freezing hole in a set range around the frozen underground excavation area, installing a safety protection door, and excavating the frozen underground excavation area after meeting the frozen underground excavation condition;
step 3, excavating a negative two-layer of a frozen underground excavation area, firstly supporting profile steel and shotcrete, secondly performing waterproof construction on a negative two-layer bottom plate and a bottom side wall, binding bottom plates and beam column steel bars, then performing concrete pouring and curing, further performing waterproof construction on the negative two-layer side wall, binding side wall steel bars, then binding middle plates and beam column steel bars, and then performing concrete pouring and curing on the negative two-layer side wall and the middle plates;
step 4, excavating a layer of negative steel and shotcrete support in the frozen underground excavation area, performing waterproof construction on the negative layer of side wall, binding side wall steel bars again, performing waterproof construction on the top plate, binding the top plate and beam column steel bars, and performing concrete pouring and curing on the negative layer of side wall and the top plate;
step 5, chiseling off the blocking wall of the freezing construction working well and the built station ground connecting wall, performing post-pouring belt construction, completing butt joint of each layer of structure, and connecting the stations into a whole;
step 6, stopping freezing, sealing the freezing holes, removing the primary lining steel support, and repairing the surface of the main structure;
and 7, naturally thawing, and melting, sinking and grouting.
Further, in the double-layer full-section frozen underground excavation station structure provided by the invention, the structure can also have the following characteristics: the freezing underground excavation area is connected with the built station and the freezing construction working well, and the freezing construction working well is connected with the freezing underground excavation area and the newly built station. And the connection parts of the freezing underground excavation area, the built stations and the freezing construction working well are respectively provided with a concrete force transmission belt, the connection parts of the freezing construction working well, the freezing underground excavation area and the newly built stations are respectively provided with a concrete force transmission belt, and the reinforcement connectors which are in butt joint with structures at two sides are required to be reserved at the later stage when the freezing construction working well and the freezing underground excavation area are constructed at the earlier stage.
Further, in the double-layer full-section frozen underground excavation station structure provided by the invention, the structure can also have the following characteristics: the freezing construction working well is an underground three-layer, the net height of the negative three-layer is not lower than 3.0m, the negative three-layer is from the bottom plate of the negative two-layer of the freezing and underground excavation area as the starting end, the minimum size of the inner edge of the lining wall of the working well outwards by using the side wall boundary of one end connected with the freezing and underground excavation area is 2.0m, and the distance between the pipe shed and the freezing pipe is required to be avoided by the inner enclosing purlin boundary of the freezing construction working well to be more than 0.5 m.
Further, in the double-layer full-section frozen underground excavation station structure provided by the invention, the structure can also have the following characteristics: the construction hoisting holes with the minimum diameter of 3.5m multiplied by 6.0m are formed in the top plate and the negative first-layer plate of the freezing construction working well, a construction space is reserved in the range of the freezing construction working well, which is close to the 5m of the freezing and underground excavation area, the upper turning beam and the column in the range are required to be poured after the upper turning beam and the bottom plate of the working well are required to be poured after the upper turning beam of the negative second-layer plate and the bottom plate of the working well, and the steel bar connectors of all structures are reserved during the early construction of the working well. The connection parts of the freezing construction working well and the bottom plates of the two side structures are respectively provided with an anti-bracket, and the waterproof structure of the connection parts adopts the combination of a steel plate water stop belt and a water-swelling water stop adhesive and is matched with a pre-buried grouting pipe; the reinforcing bars of the bottom plates on the two sides are planted in the ground connecting wall of the working well by the planted bars, and the new and old concrete joint surfaces are fully roughened and concrete is poured synchronously with the bottom plates.
Further, in the double-layer full-section frozen underground excavation station structure provided by the invention, the structure can also have the following characteristics: the freezing underground excavation area is provided with a temperature measuring hole and a pressure relief hole so as to monitor the development condition of the freezing wall and control the internal frost heaving pressure. And when the effective wall thickness, the average temperature and the bearing capacity of the wall to be frozen all meet the design requirements, the safety protection door is installed, and the excavation of the underground excavation area is carried out after the freezing excavation conditions are met.
Further, in the double-layer full-section frozen underground excavation station structure provided by the invention, the structure can also have the following characteristics: the freezing underground excavation area is formed by underground two layers, and is supported by the primary lining section steel along with the excavation by adopting regional and stepped excavation. The junction of the freezing underground excavation area and the bottom plates of the two sides is provided with anti-corbels, and the waterproof structure of the junction is combined by adopting a steel plate water stop belt and water-swelling water stop glue and is matched with an embedded grouting pipe. The reinforcing steel bars of the bottom plates on the two sides are implanted into the connected ground connecting wall by the reinforcing steel bars, and the new and old concrete joint surfaces are fully roughened and concrete is synchronously poured with the bottom plate reverse corbels.
Further, in the double-layer full-section frozen underground excavation station structure provided by the invention, the structure can also have the following characteristics: when the blocking wall of the construction work well and the underground continuous wall of the built station are chiseled, chiseling is performed according to the layers from top to bottom; when the structure of the freezing construction working well is in butt joint with the underground excavation area, a negative two-layer plate, a negative one-layer plate and a top plate structure of the freezing construction working well are sequentially connected from bottom to top; when the freezing underground excavation area is in butt joint with the built station structure, the negative two-layer plate, the negative one-layer plate and the top plate structure of the built station are sequentially connected from bottom to top.
Further, in the double-layer full-section frozen underground excavation station structure provided by the invention, the structure can also have the following characteristics: and stopping freezing after the main body structure of the frozen underground excavation area is completely up to the design strength, and sealing the freezing holes. And then the primary lining steel support is cut off, the surface is removed for rust removal, and the water-contacting surface is firstly coated with waterproof paint and then polymer cement waterproof mortar.
Further, in the double-layer full-section frozen underground excavation station structure provided by the invention, the structure can also have the following characteristics: and when the frozen underground excavation area is naturally thawed, melting and sinking grouting is started, wherein layered grouting is adopted during grouting, and the grouting mode is interval grouting. And after the frozen wall is completely melted and the surface subsidence and accumulated subsidence quantity meet the design requirements within the specified duration, stopping melting and subsidence compensation grouting.
As a further improvement of the invention, the thickness of the negative two-layer plate of the freezing construction work well is the same as that of the negative two-layer bottom plate of the freezing and underground excavation area, and reinforced concrete hidden beams are arranged at the joint of the freezing construction work well and the bottom plate of the freezing and underground excavation area so as to strengthen the overall rigidity of the freezing construction work well and the freezing and underground excavation area.
As a further improvement of the invention, after the underground diaphragm wall connected with the frozen underground excavation area of the built station is chiseled, reinforced concrete beams are arranged on each layer, and original laminate ribs of the built station are required to be anchored into the newly-built beams at the connection positions so as to strengthen the overall rigidity of the built station and the frozen underground excavation area.
As a further refinement of the invention, the frozen undercut region performs a horizontal MJS improvement on the face and frozen reinforcement region prior to freezing to reduce frost heaving and thawing, and to maintain stability of the face during excavation.
As a further improvement of the invention, the freezing underground excavation area adopts coiled material full-package waterproof, and the waterproof structure at the joint of the primary lining steel bracket and the main body structure adopts a water stop steel plate, water swelling water stop glue and waterproof paint. The water stopping steel plate is vertically arranged with the section steel bracket, and the water swelling water stopping glue and the waterproof coating are arranged around the section steel bracket.
As a further improvement of the invention, on the premise of meeting the requirement of lateral stability of the section steel support, the main body structure of each layer of the frozen and excavated area is locally perforated on the flange and web surface of the section steel support, so that the reinforcing steel bars of the side walls, the beams and the plates penetrate through the section steel support as much as possible, and the reinforcing steel bars which cannot penetrate through the section steel support are bent and fully welded, thereby ensuring the structural safety and the overall rigidity.
As a further improvement of the invention, the main structure of the frozen and excavated area is poured by self-compaction concrete.
The invention has the beneficial effects that:
the construction method of the subway double-layer full-section frozen underground excavation station structure solves the problems that the pipeline at the top of the station is difficult to transfer and change and secondary transfer are difficult to carry out, avoids adverse effects on daily operation of surrounding land parcels and municipal road traffic, and effectively relieves and avoids many social and civil problems.
Drawings
FIG. 1 is a main body structure construction flow chart of a subway double-layer full-section frozen underground excavation station structure;
FIG. 2 is a general plan view of a frozen underground excavation area of a subway transfer station in an embodiment of the present invention;
FIG. 3 is a longitudinal section view of a frozen undercut area of a subway transfer station in an embodiment of the invention;
fig. 4 is a layout diagram of primary lining steel in a frozen underground excavation area of a subway transfer station in an embodiment of the invention.
In the drawings, a 1-built station, a 2-south frozen underground excavation area, a 3-north frozen underground excavation area, a 4-south frozen construction work well, a 5-north frozen construction work well, a 6-newly built station, a 7-frozen construction work well plugging wall, an 8-frozen underground excavation area primary lining steel upright post, a 9-frozen underground excavation area primary lining steel beam, a 10-frozen underground excavation area steel bar net, a 11-frozen underground excavation area station top plate, a 12-frozen underground excavation area station middle plate and a 13-frozen underground excavation area station bottom plate.
Detailed Description
In order to make the technical means, creation characteristics, achievement purposes and effects realized by the invention easy to understand, the following embodiment specifically describes a construction method of a subway double-layer full-section frozen underground excavation station structure by combining drawings.
As shown in fig. 1, the construction sequence of the main structure of the subway double-layer full-section frozen underground excavation station structure follows the principle of longitudinal segmentation, vertical layering and bottom-up, and specifically comprises the following steps:
step S1, a south freezing underground excavation area 2 and a north freezing underground excavation area 3 are arranged on two sides of a built station 1, a south freezing construction work well 4 is arranged on one side of the south freezing underground excavation area 2, and a north freezing construction work well 5 is arranged on one side of the north freezing underground excavation area 3. The enclosure structures of the freezing construction working wells 4 and 5 are firstly implemented, the working well is excavated, and the Shi Zuogong well main body structure is formed.
In this embodiment, the south frozen underground excavation area 2 is connected with the built station 1 and the frozen construction work well 4, the south frozen construction work well 4 is connected with the south frozen underground excavation area 2 and the newly built station 6, the north frozen underground excavation area 3 is connected with the built station 1 and the north frozen construction work well 5, and the north frozen construction work well 5 is connected with the north frozen underground excavation area 3 and the section tunnel. The connection parts of the freezing underground excavation area, the built station 1 and the freezing construction work well are respectively provided with a concrete force transmission belt, the connection parts of the south freezing construction work well 4, the freezing underground excavation area 2 and the new station 6 are respectively provided with a concrete force transmission belt, the connection parts of the north freezing construction work well 5 and the freezing underground excavation area 3 are respectively provided with a concrete force transmission belt, and the front construction of the freezing construction work well and the freezing underground excavation area are respectively reserved with a steel bar connector which is in butt joint with structures at two sides.
Further, the freezing construction working wells 4 and 5 are three layers underground, the net height of the negative three layers is 3.0m, and the minimum distance between the inner edge line of the lining walls at two sides of the working well and the side wall of the underground excavation area is 2.0m. And 3.5mX6.0 m construction hoisting soil outlet holes are respectively arranged in the top plates and the negative one-layer plates of the freezing construction working wells 4 and 5. The roof beam of the working well in the range of 5.5m close to the freezing underground excavation area is a downward turning beam, the reinforced concrete column is poured, and the working well negative two-layer plate and the bottom plate are poured after the beam is turned upwards.
Further, the connection parts of the freezing construction work wells 4 and 5 and the bottom plates of the two sides are provided with reverse corbels, and the waterproof structure of the connection parts is combined by adopting a steel plate water stop belt and water swelling water stop glue and is matched with a pre-buried grouting pipe. The bottom plate reverse bracket steel bars on two sides are planted in the ground connecting wall of the working well by adopting planted bars, and the new and old concrete joint surfaces are subjected to roughening cleaning.
And S2, constructing a pipe shed and a freezing hole in a set range around the frozen underground excavation area, installing a safety protection door, and excavating the frozen underground excavation area after meeting the frozen underground excavation condition.
In this embodiment, the frozen undercut regions 2 and 3 each have a horizontal MJS modification to the open face and the frozen reinforced region prior to freezing. And the freezing underground excavation areas 2 and 3 are respectively provided with a temperature measuring hole and a pressure relief hole. And when the effective wall thickness, the average temperature and the bearing capacity of the frozen wall reach the design requirements, the safety protection door is installed, and the frozen underground excavation area is excavated after the frozen underground excavation condition is met.
Step S3, excavating and freezing a secondary layer of the secondary excavation area, firstly supporting profile steel and shotcrete, secondly performing waterproof construction on the secondary layer of bottom plate and the bottom side wall, binding the bottom plate and beam column steel bars again, then performing concrete pouring and curing, further performing waterproof construction on the secondary layer of side wall, binding the side wall steel bars, then binding the middle plate and the beam column steel bars, and then performing concrete pouring and curing on the secondary layer of side wall and the middle plate.
In the embodiment, the freezing underground excavation areas 2 and 3 and the negative two layers are excavated in a zoned and stepped mode, the primary lining steel supports along with the excavation, and the distance between the hollow sides is not more than 2.0m. The primary support of the bottom plate adopts a 'HW 400 x 400 steel bracket + phi 22@500 connecting steel bar +400mm cast-in-place concrete support', and the primary support of the side wall adopts a 'HW 400 x 400 steel bracket + phi 22@500 connecting steel bar + phi 8@100×100 steel bar net + spray C25 early strength concrete support'.
Further, the freezing underground excavation areas 2 and 3 are all waterproof by adopting coiled materials, and the waterproof structure at the joint of the primary lining steel bracket and the main body structure is combined by adopting a water stopping steel plate, water swelling water stopping glue and waterproof paint. The water stopping steel plate is vertically arranged with the section steel bracket, and the water swelling water stopping glue and the waterproof coating are arranged around the section steel bracket.
Further, the connection parts of the freezing underground excavation areas 2 and 3 and the bottom plates of the two sides are provided with reverse corbels, and the waterproof structure of the connection parts is combined by adopting a steel plate water stop belt and water swelling water stop glue and is matched with an embedded grouting pipe. The bottom plate reverse bracket steel bars on the two sides are planted into the ground connecting wall connected on the two sides by adopting the planted bars, and the new and old concrete joint surfaces are fully roughened.
Further, the main structures of the layers 2 and 3 of the frozen underground excavation areas are provided with holes on the flange and web surface of the section steel bracket partially on the premise that the section steel bracket is stable laterally, and at least 1 steel bar of the side wall, the beam and the plate passes through the section steel bracket and cannot pass through the section steel bracket to be bent and fully welded.
Further, the main structures of the frozen underground excavation areas 2 and 3 are poured by C40 self-compacting concrete.
And S4, excavating a layer of negative steel and shotcrete support in the frozen underground excavation area, performing waterproof construction on the negative layer of side wall, binding side wall steel bars again, performing waterproof construction on the top plate, binding the top plate and beam column steel bars, and performing concrete pouring and curing on the negative layer of side wall and the top plate.
In the embodiment, the negative layer of each of the frozen underground excavation areas 2 and 3 adopts zonal excavation, the primary lining steel supports along with the excavation, and the distance between the hollow sides is not more than 2.0m. The initial support of the top plate adopts a' HW350 x 350 steel bracket + phi 22@500 connecting steel bar + phi 8@100×100 reinforcing steel bar net + spray C25 early strength concrete support).
And S5, chiseling off the blocking wall of the freezing construction working well and the built station ground connecting wall, and performing post-pouring belt construction to complete butt joint of each layer of structure, wherein the stations are connected into a whole.
In this embodiment, after the main body structure of the south frozen underground excavation region 2 or the north frozen underground excavation region 3 is up to the design strength, the underground diaphragm walls of the built station 1 are respectively cut off in an up-down layered manner, reinforced concrete beams are arranged on each layer after the underground diaphragm walls are chiseled off, and the original laminate tendons of the built station 1 are anchored into the newly built beams. The blocking wall 7 of the south freezing construction work well 4 or the north freezing construction work well 5 is cut off layer by layer from top to bottom, and all layers of structures of the south freezing underground excavation area 2 or the north freezing underground excavation area 3 are butted in sequence from bottom to top.
Further, the thickness of the negative two-layer plate of the south freezing construction work well 4 is the same as that of the negative two-layer bottom plate of the south freezing and underground excavation region 2, and the connecting part of the south freezing construction work well 4 and the bottom plate of the south freezing and underground excavation region 2 is provided with an underground beam. The thickness of the negative two-layer plate of the north freezing construction work well 5 is the same as that of the negative two-layer bottom plate of the north freezing and underground excavation area 3, and the connecting part of the north freezing construction work well 5 and the bottom plate of the north freezing and underground excavation area 3 is provided with an underground beam.
And S6, stopping freezing, sealing the freezing holes, cutting off the primary lining type steel support, and repairing the surface of the main structure.
In this embodiment, after the main body structure of the frozen undercut area 2 or 3 is completely designed to reach the design strength, the freezing is stopped in the partition, and the freezing holes are sealed. And then the primary lining steel support is cut off, the surface is removed for rust removal, and the water-contacting surface is firstly coated with waterproof paint and then polymer cement waterproof mortar.
And S7, naturally thawing, and performing melting, sinking and grouting.
In this embodiment, the deep-melting grouting is started when the frozen underground excavation region 2 or 3 is naturally thawed, and the grouting mode is interval grouting by adopting layered grouting during grouting.
As shown in fig. 2 to 4, a certain subway transfer station will be described as an example.
The newly built station 6 is an underground two-layer island platform station, the top plate of the south freezing and underground excavation area 2 is covered with soil by about 3.2m, and the bottom plate is buried by about 15.4m. The top plate of the north frozen undercut area 3 is covered with earth about 3.1m and the bottom plate is buried about 15.2m. The station is transferred with the built station 1 in a cross shape, and the built station 1 is an underground three-layer island platform station. The newly built station 6 is close to the pipeline of the trunk traffic channel of transfer section both sides to be complicated, the road traffic is busy, the surrounding building of station is numerous, and is super close to the building, surrounding environment influence control requirement is high, comprehensive comparison pipeline turns over and moves, multiple schemes such as overhead pipeline bridge, comprehensively consider factors such as traffic, pipeline, station function, social, etc., finally carry out soil body reinforcement to the station major structure that is close to transfer section both sides by adopting "MJS consolidates+full section grouting+pipe shed+freezing method", the mine is under construction.
In this embodiment, the longitudinal length of the frozen undercut segment of the south frozen undercut region 2 is about 16m, and the longitudinal length of the frozen undercut segment of the north frozen undercut region 3 is about 10m. The maximum excavation section of the frozen underground excavation areas 2 and 3 is 23.7mx12.9m, the excavation section is large, the span is long, and the volume is 55 times as large as that of a conventional tunnel connecting channel. Starting from the first freezing pipe of 5 days 1 and 5 in 2020, and finishing the capping of the top plate of the negative one-layer structure of 5 days 2 and 5 in 2021, and digging soil to 8200 square after 399 days. The whole freezing and underground excavation construction is carried out for the first time on the double-layer full section of the first instance of the national subway station and the shallow soil covering (mixed soil filling) station.
In the embodiment, the frozen underground excavation areas 2 and 3 are divided into a south working area and a north working area by adopting block segmentation and underground excavation, the two working areas are independently constructed, and each section of area is divided into 6 areas and is subjected to step excavation. The whole construction flow is as follows: excavation of a working well foundation pit, entrance construction of a top pipe shed of the excavation, subsequent enclosure, reinforcement, excavation supporting and structural construction of the working well, horizontal MJS construction, entrance construction of a second-period freezing pipe and pipe shed, construction according to the steps S3-S4, underground excavation working procedure, wall sealing and chiseling, post-pouring belt construction, stopping freezing, hole sealing of freezing holes, primary lining steel support cutting, surface repair of a main structure, natural thawing, and melting, sinking and grouting.
The above embodiments are only preferred examples of the present invention, and are not intended to limit the scope of the present invention.
Claims (8)
1. The construction method of the double-layer full-section frozen underground excavation station structure of the subway is characterized by comprising the following steps of:
step 1, setting freezing underground excavation areas on two sides or one side of an established station, setting freezing construction work wells on one side of the freezing underground excavation areas, constructing a freezing construction work well enclosure structure in advance, excavating the freezing construction work wells, and constructing a freezing construction work well main body structure;
step 2, constructing a pipe shed and a freezing hole in a set range around the frozen underground excavation area, installing a safety protection door, and excavating the frozen underground excavation area after meeting the frozen underground excavation condition;
step 3, excavating a negative two-layer of a frozen underground excavation area, firstly supporting profile steel and shotcrete, secondly performing waterproof construction on a negative two-layer bottom plate and a bottom side wall, binding bottom plates and beam column steel bars, then performing concrete pouring and curing, further performing waterproof construction on the negative two-layer side wall, binding side wall steel bars, then binding middle plates and beam column steel bars, and then performing concrete pouring and curing on the negative two-layer side wall and the middle plates;
step 4, excavating a layer of negative steel and shotcrete support in the frozen underground excavation area, performing waterproof construction on the negative layer of side wall, binding side wall steel bars again, performing waterproof construction on the top plate, binding the top plate and beam column steel bars, and performing concrete pouring and curing on the negative layer of side wall and the top plate;
step 5, chiseling off the blocking wall of the freezing construction working well and the built station ground connecting wall, performing post-pouring belt construction, completing butt joint of each layer of structure, and connecting the stations into a whole;
step 6, stopping freezing, sealing the freezing holes, removing the primary lining steel support, and repairing the surface of the main structure;
step 7, naturally thawing, and melting, sinking and grouting;
the freezing underground excavation area is connected with the built station and the freezing construction working well, the freezing construction working well is connected with the freezing underground excavation area and the newly-built station, concrete force transmission belts are arranged on all layers at the joint of the freezing underground excavation area, the built station and the freezing construction working well, the freezing construction working well and the newly-built station, the concrete force transmission belts are arranged on all layers at the joint of the freezing construction working well, the freezing underground excavation area and the newly-built station, and steel bar connectors for butt joint of structures at the later stage and the two sides are required to be reserved when the freezing construction working well and the freezing underground excavation area are constructed in advance.
2. The construction method of the double-layer full-section frozen underground excavation station structure according to claim 1, wherein the construction method comprises the following steps:
the freezing construction working well is an underground three-layer, the net height of the negative three-layer is not lower than 3.0m, the height of the negative three-layer is taken as the starting end from the bottom plate of the second layer of the underground excavation area, the minimum size of the inner side line of the lining wall of the working well outwards by using the side wall boundary of one end connected with the underground excavation area is 2.0m, and the inner peripheral purlin boundary of the freezing construction working well needs to avoid a pipe shed and a freezing pipe distance by more than 0.5 m.
3. The construction method of the double-layer full-section frozen underground excavation station structure according to claim 1, wherein the construction method comprises the following steps:
the construction hoisting holes with the minimum diameter of 3.5m multiplied by 6.0m are formed in the top plate and the negative first-layer plate of the freezing construction working well, a construction space is reserved in the range, close to the freezing underground excavation area, of the freezing construction working well, the upper turning beam and the column in the range are required to be poured after the upper turning beam of the negative second-layer plate and the bottom plate of the working well, the steel bar connectors of each structure are reserved when the working well is pre-constructed, anti-corbels are arranged at the joints of the freezing construction working well and the bottom plates of the two-side structures, and the waterproof structures at the joints are formed by combining steel plate water stops and water-swelling water stops and are matched with pre-buried grouting pipes; the reinforcing bars of the bottom plates on the two sides are planted in the ground connecting wall of the working well by the planted bars, and the new and old concrete joint surfaces are fully roughened and concrete is poured synchronously with the bottom plates.
4. The construction method of the double-layer full-section frozen underground excavation station structure according to claim 1, wherein the construction method comprises the following steps:
the freezing underground excavation area is provided with a temperature measuring hole and a pressure relief hole so as to monitor the development condition of the freezing wall and control the internal frost heaving pressure; and when the effective wall thickness, the average temperature and the bearing capacity of the wall to be frozen all meet the design requirements, the safety protection door is installed, and the excavation of the frozen underground excavation area is carried out after the freezing excavation conditions are met.
5. The construction method of the double-layer full-section frozen underground excavation station structure according to claim 1, wherein the construction method comprises the following steps:
freezing the dark region and being two-layer underground, adopting the regional, divide the step excavation, along with digging along with just lining shaped steel support, freezing the dark region and all setting up anti-bracket with both sides structure bottom plate junction, the junction waterproof construction adopts steel sheet waterstop to meet water inflation water stop glue to combine together to cooperate pre-buried slip casting pipe, in the ground that both sides bottom plate anti-bracket reinforcing bar adopts planting muscle to implant the ground that connects is even wall, new and old concrete junction surface fully chisels and pour concrete with the anti-bracket of bottom plate in step.
6. The construction method of the double-layer full-section frozen underground excavation station structure according to claim 1, wherein the construction method comprises the following steps:
when the blocking wall of the construction work well and the underground continuous wall of the built station are chiseled, chiseling is performed according to the layers from top to bottom;
when the structure of the freezing construction working well is in butt joint with the underground excavation area, a negative two-layer plate, a negative one-layer plate and a top plate structure of the freezing construction working well are sequentially connected from bottom to top;
when the freezing underground excavation area is in butt joint with the built station structure, the negative two-layer plate, the negative one-layer plate and the top plate structure of the built station are sequentially connected from bottom to top.
7. The construction method of the double-layer full-section frozen underground excavation station structure according to claim 1, wherein the construction method comprises the following steps:
stopping freezing after the main body structure of the frozen underground excavation area is completely up to the design strength, and sealing the freezing holes; and then the primary lining steel support is cut off, the surface is removed for rust removal, and the water-contacting surface is firstly coated with waterproof paint and then polymer cement waterproof mortar.
8. The construction method of the double-layer full-section frozen underground excavation station structure according to claim 1, wherein the construction method comprises the following steps:
the method comprises the steps of (1) starting to melt and sink grouting when the frozen underground excavation area is naturally thawed, wherein layered grouting is adopted during grouting, and the grouting mode is interval grouting; and after the frozen wall is completely melted and the surface subsidence and accumulated subsidence quantity meet the design requirements within the specified duration, stopping melting and subsidence compensation grouting.
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