CN107447794A - The anti-floating of excavation pit plays construction method in a kind of subway protection region - Google Patents
The anti-floating of excavation pit plays construction method in a kind of subway protection region Download PDFInfo
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- CN107447794A CN107447794A CN201710612425.1A CN201710612425A CN107447794A CN 107447794 A CN107447794 A CN 107447794A CN 201710612425 A CN201710612425 A CN 201710612425A CN 107447794 A CN107447794 A CN 107447794A
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- well bore
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D31/00—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution
- E02D31/10—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution against soil pressure or hydraulic pressure
- E02D31/12—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution against soil pressure or hydraulic pressure against upward hydraulic pressure
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/20—Securing of slopes or inclines
- E02D17/207—Securing of slopes or inclines with means incorporating sheet piles or piles
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/74—Means for anchoring structural elements or bulkheads
- E02D5/76—Anchorings for bulkheads or sections thereof in as much as specially adapted therefor
- E02D5/765—Anchorings for bulkheads or sections thereof in as much as specially adapted therefor removable
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- Engineering & Computer Science (AREA)
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- Mining & Mineral Resources (AREA)
- General Life Sciences & Earth Sciences (AREA)
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- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Environmental & Geological Engineering (AREA)
- Hydrology & Water Resources (AREA)
- Piles And Underground Anchors (AREA)
- Pit Excavations, Shoring, Fill Or Stabilisation Of Slopes (AREA)
Abstract
The present invention relates to a kind of anti-floating of excavation pit in subway protection region to play construction method, and the excavation in vertical shaft region comprises the following steps：First step uplift pile step：In the construction uplift pile of subway tunnel both sides；Second step fore shaft circle step：Excavated using digging machine in fore shaft circle position of stratum slope, refinish profile；Then grouting rock bolt, net spray concrete and formwork supporting plate are applied, steel reinforcement cage is placed into, then irrigates concrete between two pieces of formwork supporting plates again；3rd step well bore step：Reduce water level, water-stop curtain of then constructing；Then well bore is excavated using manual zoning；4th step shaft bottom step：After well bore is excavated to bottom, manually shaft bottom is flattened, and applies Guan Liang, then to shaft bottom construct anti-floating plate；After the completion of the excavation construction in each vertical shaft region, then perpendicular cross-hole region is carried out being layered slope and excavated, then between removal shaft region both sides fore shaft circle and well bore, and anti-floating plate of constructing simultaneously.The present invention can effectively suppress the protuberance in soil, belong to the technical field of earth excavation.
Description
Technical field
The present invention relates to a kind of anti-floating of excavation pit in the technical field of earth excavation, more particularly to subway protection region
Play construction method.
Background technology
Along subway and during the construction and excavation earthwork of protection zone, during earth excavation, the protuberance in soil can be caused unavoidably, because
This applies man-hour requirement and takes certain safeguard measure, reduces the adverse effect to subway.Particularly coastal tidal landforms, construction is more
Add complexity, in disposal process of constructing, the ground grading unloading earthwork easily causes subway tunnel to float.How subway is protected
Shield, and meet construction requirement, it is urgent problem.
The content of the invention
For technical problem present in prior art, the purpose of the present invention is：There is provided and opened in a kind of subway protection region
The anti-floating for digging foundation ditch plays construction method, can effectively suppress the protuberance on ground.
In order to achieve the above object, the present invention adopts the following technical scheme that：
The anti-floating of excavation pit plays construction method in a kind of subway protection region, and multiple cellular zones are provided with the range of foundation ditch
Domain, each unit area include continuous seven vertical shaft regions and the perpendicular cross-hole region being distributed between seven vertical shaft regions,
Vertical shaft region and perpendicular cross-hole region are alternately distributed successively；The construction order in the vertical shaft region in each unit area is, first
First vertical shaft region and the 5th vertical shaft region are excavated simultaneously, then excavate the 3rd vertical shaft region and the 7th vertical shaft area simultaneously
Domain, second vertical shaft region, the 4th vertical shaft region and the 6th vertical shaft region are then excavated simultaneously；Vertical shaft region excavation construction
After complete, then it is layered region between slope excavating shaft；
The excavation construction in each vertical shaft region comprises the following steps：
First step uplift pile step：In the construction uplift pile of subway tunnel both sides；
Second step fore shaft circle step：Excavated using digging machine in fore shaft circle position of stratum slope so that fore shaft layer of enclosing the land is in rank
Profile at scalariform, then manual amendment fore shaft circle；Then fore shaft enclose the land layer lower Kou Bi positions apply grouting rock bolt and net spray
Concrete so that grouting rock bolt is located in soil layer；Then fore shaft enclose the land layer lower mouth wall and wall suitable for reading at place formwork supporting plate, at two pieces
Steel reinforcement cage is placed between formwork supporting plate, then irrigates concrete between two pieces of formwork supporting plates again；
3rd step well bore step：Reduce water level so that water level is below setting value, then in foundation ditch periphery construction sealing curtain
Curtain；Then well bore is excavated using manual zoning, the engineering geological condition on stratum according to where well bore, the excavation of every layer of well bore of setting
Depth, the bucket crane placed on the ground go out the soil mud of excavation；When excavating well bore, the centre for the body that first digs a well, then to the borehole wall
Dig, after each layer of excavation shaping of well bore, spray concrete to the borehole wall, then hang over bar-mat reinforcement on the borehole wall, then grid steel frame is pasted
Borehole wall placement, then sets lock pin anchor tube in soil layer, then grid steel frame and lock pin anchor tube are fixed on one with dowel
Rise, then spray concrete to grid steel frame, then cement mortar is injected to lock pin anchor tube so that cement mortar enters in underground layer；
4th step shaft bottom step：After well bore is excavated to bottom, manually shaft bottom is flattened, and applies Guan Liang, uses Guan Liang
Two adjacent uplift piles are connected, then to shaft bottom construct anti-floating plate；
After the completion of the excavation construction in each vertical shaft region, layering slope then is carried out to perpendicular cross-hole region and excavated, between vertical shaft
The excavation direction in region is vertical with the direction of subway line；After the completion of perpendicular cross-hole region excavates, region both sides between removal shaft
Fore shaft circle and well bore, and anti-floating plate of being constructed simultaneously in the bottom of perpendicular cross-hole region.
Fore shaft circle step can strengthen the stability of fore shaft circle position of stratum, grid steel frame, lock pin anchor tube in well bore step
Etc. the stability for enhancing well bore so that well bore will not ftracture or cave in.After well bore excavates on earth, anti-floating plate and uplift pile are together
The protuberance in soil is effectively limit, protects subway tunnel.Between excavating shaft during region, soil caused by cross-hole region excavation is erected
Lifting trend, it can be acted on by the frictional force of the well bore in vertical shaft region, so as to mitigate the soil of perpendicular cross-hole region
Protuberance.The fore shaft circle and well bore of region both sides between removal shaft, and after anti-floating plate of having constructed in time, uplift pile and anti-floating plate energy
Bigger protection domain is formed, prevents soil from swelling.This sequence of excavation, because the vertical shaft region excavated apart is compared simultaneously
Far, the degree very little of soil protuberance, and multiple vertical shaft regions can be excavated simultaneously, operating efficiency is high.
It is further：In second step fore shaft circle step, the edge of steel reinforcement cage upper end is provided with the flood projected upwards
Muscle, after irrigating concrete to steel reinforcement cage, flood muscle turns into the flood wall at fore shaft circle.Flood wall can prevent the water access wall on ground
In body.
It is further：In second step fore shaft circle step, fore shaft circle position of stratum division center and marginal zone, edge
Shaping is once excavated in area, and after shaping is excavated in marginal zone, the native wall profile at marginal zone is enclosed the land the wall suitable for reading of layer for fore shaft, center
Excavate shaping, after shaping is excavated in center, the native wall profile at center is enclosed the land the Xia Koubi of layer for fore shaft point two layers.Excavate lock
Area and marginal zone centered on mouth circle STRATIGRAPHIC DIVISION, and two layers of excavation is distinguished at center, after first layer has been excavated in center, then suitable
The second layer is excavated when the time, this digging mode, the degree that soil swells can be reduced.
It is further：In the 3rd step well bore step, the quantity of dowel has a plurality of, and a plurality of dowel annularly divides
Cloth.
It is further：In the 3rd step well bore step, after reducing water level so that water level is below the 1m of shaft bottom.
It is further：In the 4th step shaft bottom step, the construction method of anti-floating plate is：Bar-mat reinforcement first is laid to shaft bottom,
Then casting concrete again.
It is further：In the 3rd step well bore step, reinforcement walls are applied in well bore；The construction method of reinforcement walls is：
Steel reinforcement cage is placed in well bore, one end of steel reinforcement cage is abutted against on the borehole wall, and the other end of steel reinforcement cage is against the borehole wall over there
On, then two pieces of parallel formwork supporting plates are placed on to the both sides of steel reinforcement cage, concrete is then irrigated into steel reinforcement cage.
It is further：In the 3rd step well bore step, angle steel is fixed in soil layer, then grid steel frame is welded on angle
On steel.
Generally speaking, the invention has the advantages that：
The fore shaft circle step of the present invention can strengthen the stability of fore shaft circle position of stratum, grid steel frame in well bore step,
Lock pin anchor tube etc. enhances the stability of well bore so that well bore will not ftracture or cave in.After well bore excavates on earth, anti-floating plate and anti-
Pile pulling effectively limit the protuberance in soil together, protect subway tunnel.Between excavating shaft during region, erect cross-hole region and excavate
Caused soil swells trend, can be acted on by the frictional force of the well bore in vertical shaft region, so as to mitigate area between vertical shaft
The soil protuberance in domain.The fore shaft circle and well bore of region both sides between removal shaft, and after anti-floating plate of having constructed in time, uplift pile and
Anti-floating plate can form bigger protection domain, prevent soil from swelling.
Brief description of the drawings
Fig. 1 is the schematic diagram of construction uplift pile.
Fig. 2 is that slope excavates the schematic diagram that fore shaft is enclosed the land at layer.
Fig. 3 is that fore shaft of constructing is enclosed the land the schematic diagram of grouting rock bolt and net spray concrete at layer.
Fig. 4 is that construction fore shaft is enclosed the land the schematic diagram of formwork supporting plate and steel reinforcement cage at layer.
Fig. 5 is the schematic diagram after the steel reinforcement cage perfusion concrete enclosed the land to fore shaft at layer.
Fig. 6 is schematic diagram when just having started to excavate well bore.
Fig. 7 is the schematic diagram after excavating well bore on earth.
Fig. 8 is constructed in shaft bottom anti-floating plate and the schematic diagram of Guan Liang.
Fig. 9 is the schematic diagram in region between slope excavating shaft.
Figure 10 is the schematic diagram after region both sides fore shaft circle and well bore between removal shaft, and two vertical shaft regional connectivities are existed
Together.
Figure 11 is the schematic diagram of a unit area division in two subway lines.
Wherein, 1 is pipe rubbing machine, and 2 be subway tunnel, and 3 be uplift pile, and 4 be the wall suitable for reading that fore shaft is enclosed the land at layer, and 5 be fore shaft
The Xia Koubi to enclose the land at layer, 6 be grouting rock bolt, and 7 be net spray concrete, and 8 be steel reinforcement cage, and 9 be formwork supporting plate, and 10 be flood muscle, and 11 is lock
Pin anchor tube, 12 be grid steel frame, and 13 be reinforcement walls, and 14 be anti-floating plate, and 15 be Guan Liang, and 16 be perpendicular cross-hole region, and 17 be bucket crane.
Embodiment
Below in conjunction with the drawings and specific embodiments, the present invention will be further described in detail.
In the range of the during the construction and excavation earthwork, it is necessary to region of construction is foundation ditch along subway and in protection zone,
Earth excavation digs up the soil in the range of foundation ditch.With reference to shown in Fig. 1 to Figure 11, the present invention excavates in a kind of subway protection region
The anti-floating of foundation ditch plays construction method, in the range of foundation ditch, is divided into along subway line between multiple vertical shaft regions and multiple vertical shafts
Region, vertical shaft region and perpendicular cross-hole region are alternately distributed successively, the orientation of vertical shaft region and perpendicular cross-hole region and subway line
The direction on road is consistent.The excavation construction in each vertical shaft region comprises the following steps：
With reference to shown in Fig. 1, first step uplift pile step：In the construction uplift pile of subway tunnel both sides, uplift pile uses dematron
The full casing follow-up construction of machine, pipe rubbing machine is existing technology, i.e., on the ground, is irrigated using pipe rubbing machine in the both sides of subway tunnel
Stake, the stake after perfusion is uplift pile, and uplift pile is located in soil layer, and there is a uplift pile subway tunnel both sides, uplift pile it is upper
End is higher than subway tunnel；
With reference to shown in Fig. 2 to Fig. 5, second step fore shaft circle step：Excavated, made in fore shaft circle position of stratum slope using digging machine
Fore shaft layer of enclosing the land is stepped, in the present invention, fore shaft encloses the land layer as two layers, i.e. two layers of ladder, the ladder of lower floor is to lock
The bottom on mouth circle stratum；Fore shaft is enclosed the land after layer slope excavate, then the profile at manual amendment fore shaft circle, that is, is repaired fore shaft and enclosed the land layer
In bilevel Tu Bi；Then fore shaft enclose the land layer lower Kou Bi positions apply in time grouting rock bolt and net spray concrete so that
Grouting rock bolt is located in soil layer, i.e., inserts grouting rock bolt in soil layer, and then mouth wall spray C25 net sprays concrete still further below, forms one
Individual net spray concrete layer, after having sprayed, the thickness of net spray concrete is 10cm, and the length of grouting rock bolt is 2m, external diameter 22mm；Fore shaft is enclosed the land layer
Xia Koubi be that fore shaft is enclosed the land in layer the Tu Bi between two layers up and down, the enclose the land wall suitable for reading of layer of fore shaft is that fore shaft is enclosed the land in layer
Tu Bi between upper strata and ground；After downward mouth wall has sprayed C25 net spray concrete, then enclosed the land the lower mouth wall of layer and suitable for reading in fore shaft
Formwork supporting plate is placed at wall, steel reinforcement cage is placed between two pieces of formwork supporting plates, then irrigates concrete to concrete is irrigated between two pieces of formwork supporting plates again
Afterwards, fore shaft ring layer is reinforced concrete structure；Vertical shaft region can be divided into three layers from top to bottom, be followed successively by fore shaft ring layer, well
Barrel layers, shaft bottom layer；Slope is excavated i.e. by after earth excavation, and from top to bottom, soil layer has what certain gradient was either layered, and
It is not a hole vertically downward；
With reference to shown in Fig. 6 to Fig. 8, the 3rd step well bore step：Reduce water level so that water level is below setting value, Ran Hou
Foundation ditch periphery construction water-stop curtain, i.e., surround the surrounding of foundation ditch with water-stop curtain, prevent water from entering the inside of foundation ditch, sealing curtain
The lowest part of curtain should be located at below lithosphere, after water level drops to a certain degree (such as lithosphere), i.e. the work with water proof
With lithosphere has the function that water proof；After water-stop curtain is constructed, well bore is then excavated using manual zoning, according to well bore institute
Engineering geological condition on stratum, the cutting depth of every layer of well bore is set, places bucket crane on the ground by the soil mud of excavation
Go out, the well bore that will need to excavate is divided into multilayer, calculates the depth of every layer of well bore, for example the depth of well bore first layer is
0.5m；When excavating well bore, the centre for the body that first digs a well, then digged to the borehole wall, after each layer of well bore excavates shaping, in time to
The borehole wall sprays concrete, and after the concrete for having sprayed C25, the thickness of concrete is 5cm, then hangs over bar-mat reinforcement on the borehole wall, then by grid steel frame close to
The borehole wall places (after down excavating, grid steel frame is already fixed on the borehole wall), then in time will lock pin anchor tube (lock pin anchor
The a length of 3m, external diameter 42mm of pipe) set in soil layer, then grid steel frame and lock pin anchor tube are fixed together with dowel,
Then concrete (spraying C25 concrete again, after having sprayed, the thickness of concrete is 25cm, forms a net spray concrete layer) is sprayed to grid steel frame, then
To lock pin anchor tube injection cement mortar so that cement mortar enters in underground layer；After bar-mat reinforcement is hung on the borehole wall, grid steel frame again against
The borehole wall, bar-mat reinforcement is between the borehole wall and grid steel frame, and grid steel frame is fixed with lock pin anchor tube and dowel simultaneously, and well bore step is applied
After work is good, bar-mat reinforcement, dowel, grid steel frame are respectively positioned on the inside of concrete；
With reference to shown in Fig. 8, the 4th step shaft bottom step：After well bore is excavated to bottom, manually shaft bottom is flattened (i.e. by well
Bottom trimming is smooth), and Guan Liang is applied, connected two adjacent uplift piles with Guan Liang, then constructed anti-floating plate to shaft bottom；
With reference to shown in Fig. 9 to Figure 10, after the completion of the excavation construction in each vertical shaft region, then perpendicular cross-hole region is divided
Layer slope is excavated, and the excavation direction for erecting cross-hole region is vertical with the direction of subway line；After the completion of perpendicular cross-hole region excavates, remove
The fore shaft circle and well bore of perpendicular cross-hole region both sides, and anti-floating plate of being constructed simultaneously in the bottom of perpendicular cross-hole region, remove a vertical shaft
Between region both sides fore shaft circle and well bore, i.e., by two adjacent vertical shaft regional connectivities together, until finally connect whole base
Hole, i.e., fore shaft circle and well bore in the range of foundation ditch are all removed.
With reference to shown in Figure 11, multiple unit areas are provided with the range of foundation ditch, each unit area includes continuous seven and erected
Perpendicular cross-hole region between seven vertical shaft regions of well area and distribution, the construction order in vertical shaft region are first to open simultaneously
First vertical shaft region and the 5th vertical shaft region are dug, then excavates the 3rd vertical shaft region and the 7th vertical shaft region simultaneously, so
Excavate second vertical shaft region, the 4th vertical shaft region and the 6th vertical shaft region simultaneously afterwards；After vertical shaft region excavation construction is complete,
Region between slope excavating shaft is layered again.In the present invention, subway line has two, and two subway lines are provided with same unit
Region, and sequence of excavation is same.This sequence of excavation, because the vertical shaft region excavated is at a distance of distant, soil protuberance simultaneously
Degree very little, and multiple vertical shaft regions can be excavated simultaneously, operating efficiency is high.
In second step fore shaft circle step, the edge of steel reinforcement cage upper end is provided with the flood projected upwards (close to well bore)
Muscle, after irrigating concrete to steel reinforcement cage, flood muscle turns into the flood wall at fore shaft circle, a height of 0.3m of flood wall.Flood wall can be to prevent
Only the water on ground is flowed into well bore.
In second step fore shaft circle step, fore shaft circle position of stratum division center and marginal zone, marginal zone are once excavated
Shaping, the depth that marginal zone is excavated be 1m, and after shaping is excavated in marginal zone, the native wall profile at marginal zone is that fore shaft is enclosed the land the upper of layer
Mouth wall, center distinguish two layers and excavate shaping, and the depth that center is excavated altogether is 2m, after center excavation is molded, at center
Native wall profile enclosed the land the Xia Koubi of layer for fore shaft.Excavate fore shaft layer of enclosing the land and be divided into center and marginal zone, and center is distinguished
Two layers excavation, after first layer has been excavated in center, then in due course between excavate the second layer, this digging mode, soil can be reduced
The degree of lifting.
In the 3rd step well bore step, the quantity of dowel has a plurality of, and a plurality of dowel is annularly distributed.Can be by grid steel
Frame is rigidly secured together.
In the 3rd step well bore step, after reducing water level so that water level is below the 1m of shaft bottom, the geological condition in shaft bottom herein
There is impermeable role, water will not up overflow below shaft bottom.
In the 4th step shaft bottom step, the construction method of anti-floating plate is：Bar-mat reinforcement first is laid to shaft bottom, is then poured again mixed
Solidifying soil, the concrete thickness poured is 15cm, and is C20 concrete.It is excavated to after shaft bottom, construct anti-floating plate in time,
So it can prevent soil from swelling in time.
In the 3rd step well bore step, the engineering geological condition on stratum according to where well bore, judge whether that needs apply and add
Gu Qiang；The construction method of reinforcement walls is：Steel reinforcement cage is placed in well bore, one end of steel reinforcement cage is abutted against on the borehole wall, steel reinforcement cage
The other end on the borehole wall over there, then two pieces of parallel formwork supporting plates are placed on to the both sides of steel reinforcement cage, then to steel reinforcement cage
Interior perfusion concrete.After well bore is excavated to certain depth, if it is desirable, a reinforcement walls can be increased.
In the 3rd step well bore step, angle steel is fixed in soil layer, then grid steel frame is welded on angle steel.
Above-described embodiment is the preferable embodiment of the present invention, but embodiments of the present invention are not by above-described embodiment
Limitation, other any Spirit Essences without departing from the present invention with made under principle change, modification, replacement, combine, simplification,
Equivalent substitute mode is should be, is included within protection scope of the present invention.
Claims (8)
1. the anti-floating of excavation pit plays construction method in a kind of subway protection region, it is characterised in that：It is provided with the range of foundation ditch more
Individual unit area, each unit area include continuous seven vertical shaft regions and the vertical shaft being distributed between seven vertical shaft regions
Between region, vertical shaft region and perpendicular cross-hole region are alternately distributed successively；The excavation construction in the vertical shaft region in each unit area is suitable
Sequence is first to excavate first vertical shaft region and the 5th vertical shaft region simultaneously, then excavates the 3rd vertical shaft region and the 7th simultaneously
Individual vertical shaft region, second vertical shaft region, the 4th vertical shaft region and the 6th vertical shaft region are then excavated simultaneously；Vertical shaft region
After excavation construction is complete, then it is layered region between slope excavating shaft；
The excavation construction in each vertical shaft region comprises the following steps：
First step uplift pile step：In the construction uplift pile of subway tunnel both sides；
Second step fore shaft circle step：Being excavated using digging machine in fore shaft circle position of stratum slope so that fore shaft layer of enclosing the land is stepped,
Profile at manual amendment fore shaft circle again；Then fore shaft enclose the land layer lower Kou Bi positions apply grouting rock bolt and net spray concrete, make
Grouting rock bolt is obtained to be located in soil layer；Then fore shaft enclose the land layer lower mouth wall and wall suitable for reading at place formwork supporting plate, in two pieces of formworks
Steel reinforcement cage is placed between plate, then irrigates concrete between two pieces of formwork supporting plates again；
3rd step well bore step：Reduce water level so that water level is below setting value, then in foundation ditch periphery construction water-stop curtain；
Then well bore is excavated using manual zoning, the engineering geological condition on stratum according to where well bore, the excavation depth of every layer of well bore of setting
Degree, the bucket crane placed on the ground go out the soil mud of excavation；When excavating well bore, the centre for the body that first digs a well, then expand to the borehole wall
Dig, after each layer of well bore excavates shaping, spray concrete to the borehole wall, then hang over bar-mat reinforcement on the borehole wall, then by grid steel frame close to
The borehole wall is placed, and then sets lock pin anchor tube in soil layer, then grid steel frame and lock pin anchor tube are fixed together with dowel,
Then concrete is sprayed to grid steel frame, then cement mortar is injected to lock pin anchor tube so that cement mortar enters in underground layer；
4th step shaft bottom step：After well bore is excavated to bottom, manually shaft bottom is flattened, and applies Guan Liang, with Guan Liang by phase
Two adjacent uplift piles connect, then are constructed anti-floating plate to shaft bottom；
After the completion of the excavation construction in each vertical shaft region, then perpendicular cross-hole region is carried out to be layered slope excavation, erects cross-hole region
Excavation direction it is vertical with the direction of subway line；After the completion of perpendicular cross-hole region excavates, the fore shaft of region both sides between removal shaft
Circle and well bore, and anti-floating plate of being constructed simultaneously in the bottom of perpendicular cross-hole region.
2. playing construction method according to the anti-floating of excavation pit in a kind of subway protection region described in claim 1, its feature exists
In：In second step fore shaft circle step, the edge of steel reinforcement cage upper end is provided with the flood muscle projected upwards, and concrete is irrigated to steel reinforcement cage
Afterwards, flood muscle turns into the flood wall at fore shaft circle.
3. playing construction method according to the anti-floating of excavation pit in a kind of subway protection region described in claim 1, its feature exists
In：In second step fore shaft circle step, shaping is once excavated in fore shaft circle position of stratum division center and marginal zone, marginal zone,
After shaping is excavated in marginal zone, native wall profile at marginal zone is enclosed the land the wall suitable for reading of layer for fore shaft, and center distinguishes two layers and excavates shaping,
After shaping is excavated in center, native wall profile at center is enclosed the land the Xia Koubi of layer for fore shaft.
4. playing construction method according to the anti-floating of excavation pit in a kind of subway protection region described in claim 1, its feature exists
In：In the 3rd step well bore step, the quantity of dowel has a plurality of, and a plurality of dowel is annularly distributed.
5. playing construction method according to the anti-floating of excavation pit in a kind of subway protection region described in claim 1, its feature exists
In：In the 3rd step well bore step, after reducing water level so that water level is below the 1m of shaft bottom.
6. playing construction method according to the anti-floating of excavation pit in a kind of subway protection region described in claim 1, its feature exists
In：In the 4th step shaft bottom step, the construction method of anti-floating plate is：Bar-mat reinforcement first is laid to shaft bottom, then casting concrete again.
7. playing construction method according to the anti-floating of excavation pit in a kind of subway protection region described in claim 1, its feature exists
In：In the 3rd step well bore step, reinforcement walls are applied in well bore；The construction method of reinforcement walls is：Steel reinforcement cage is placed on well
In body, one end of steel reinforcement cage is abutted against on the borehole wall, and the other end of steel reinforcement cage is parallel on the borehole wall over there, then by two pieces
Formwork supporting plate is placed on the both sides of steel reinforcement cage, and concrete is then irrigated into steel reinforcement cage.
8. playing construction method according to the anti-floating of excavation pit in a kind of subway protection region described in claim 1, its feature exists
In：In the 3rd step well bore step, angle steel is fixed in soil layer, then grid steel frame is welded on angle steel.
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113445548A (en) * | 2021-06-01 | 2021-09-28 | 中铁十八局集团有限公司 | Method for reinforcing urban underground space building vertical shaft |
| CN114875925A (en) * | 2022-05-30 | 2022-08-09 | 中铁一局集团(广州)建设工程有限公司 | Construction method for extra-large deep foundation pit of sea-filling stratum close to subway tunnel |
Citations (4)
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| JP2006104714A (en) * | 2004-10-01 | 2006-04-20 | Kajima Corp | Method and device for preventing blocking of underground water pumping facility, and blocking preventive underground water pumping facility |
| CN102155233A (en) * | 2011-04-21 | 2011-08-17 | 上海市城市建设设计研究院 | Tunnel excavation construction method |
| CN105201513A (en) * | 2015-09-11 | 2015-12-30 | 重庆工程职业技术学院 | Shaft construction method for rail transit |
| CN105240018A (en) * | 2015-10-30 | 2016-01-13 | 中铁上海工程局集团有限公司 | Vertical shaft construction device and method |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN113445548A (en) * | 2021-06-01 | 2021-09-28 | 中铁十八局集团有限公司 | Method for reinforcing urban underground space building vertical shaft |
| CN114875925A (en) * | 2022-05-30 | 2022-08-09 | 中铁一局集团(广州)建设工程有限公司 | Construction method for extra-large deep foundation pit of sea-filling stratum close to subway tunnel |
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