CN107447794B - An anti-floating construction method for excavating foundation pits in subway protection areas - Google Patents
An anti-floating construction method for excavating foundation pits in subway protection areas Download PDFInfo
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- CN107447794B CN107447794B CN201710612425.1A CN201710612425A CN107447794B CN 107447794 B CN107447794 B CN 107447794B CN 201710612425 A CN201710612425 A CN 201710612425A CN 107447794 B CN107447794 B CN 107447794B
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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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- 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-floatings of excavation pit in subway protection region to play construction method, and the excavation in vertical shaft region includes the following steps: first step uplift pile step: in the construction uplift pile of subway tunnel two sides；Second step fore shaft circle step: it is excavated using digging machine in fore shaft circle position of stratum slope, refinishes profile；Then grouting rock bolt, net spray concrete and formwork supporting plate are applied, steel reinforcement cage is placed into, concrete then is perfused between two pieces of formwork supporting plates again；Third step well bore step: water level, water-stop curtain of then constructing are reduced；Then well bore is excavated using manual zoning；4th step shaft bottom step: after well bore is excavated to bottom, manually flattening shaft bottom, and apply crown beam, 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 is excavated, then between removal shaft region two sides fore shaft circle and well bore, and anti-floating plate of constructing simultaneously.The present invention can effectively inhibit the protuberance in soil, belong to the technical field of earth excavation.
Description
Technical field
The present invention relates to a kind of anti-floatings of excavation pit in the technical field of earth excavation more particularly to subway protection region
Play construction method.
Background technique
Along subway and when the construction and excavation earthwork of protection zone, when earth excavation, the protuberance in soil inevitably will lead to, because
This applies man-hour requirement and takes certain safeguard measure, reduces the adverse effect to subway.Especially coastal tidal landforms, construction is more
Add complexity, in construction disposal process, the ground grading unloading earthwork easily causes subway tunnel floating.How subway is protected
Shield, and meet construction requirement, it is urgent problem.
Summary of the invention
For the technical problems in the prior art, the object of the present invention is to provide open in a kind of subway protection region
The anti-floating for digging foundation pit plays construction method, can effectively inhibit the protuberance on ground.
In order to achieve the above object, the present invention adopts the following technical scheme:
The anti-floating of excavation pit plays construction method in a kind of subway protection region, equipped with multiple cellular zones in foundation pit
Domain, each unit area include continuous seven vertical shaft regions and the perpendicular cross-hole region that is distributed between seven vertical shaft regions,
Vertical shaft region and perpendicular cross-hole region are successively alternately distributed；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 third vertical shaft region and the 7th vertical shaft area simultaneously
Then second vertical shaft region, the 4th vertical shaft region and the 6th vertical shaft region are excavated in domain 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 includes the following steps:
First step uplift pile step: in the construction uplift pile of subway tunnel two sides；
Second step fore shaft circle step: it is excavated using digging machine in fore shaft circle position of stratum slope, so that fore shaft circle stratum is in rank
Profile at scalariform, then manual amendment fore shaft circle；Then grouting rock bolt and net spray are applied in the lower position Kou Bi on fore shaft circle stratum
Concrete, so that grouting rock bolt is located in soil layer；Then formwork supporting plate is placed at the lower mouth wall on fore shaft circle stratum and wall suitable for reading, at two pieces
Steel reinforcement cage is placed between formwork supporting plate, and concrete then is perfused between two pieces of formwork supporting plates again；
Third step well bore step: reducing water level, so that water level is in setting value hereinafter, then in foundation pit periphery construction sealing curtain
Curtain；Then well bore is excavated using manual zoning, according to the engineering geological condition on stratum where well bore, sets the excavation of every layer of well bore
Depth, the bucket crane being 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
It digs, after each layer of excavation molding of well bore, sprays concrete to the borehole wall, then hang over steel mesh on the borehole wall, then grid steel frame is pasted
The borehole wall place, then will lock foot anchor tube set in soil layer, then with dowel by grid steel frame and lock foot anchor tube be fixed on one
It rises, then concrete is sprayed to grid steel frame, then inject cement slurry to lock foot anchor tube, so that cement slurry enters in soil layer；
4th step shaft bottom step: after well bore is excavated to bottom, manually shaft bottom is flattened, and applies crown beam, uses crown beam
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 is 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 two sides between removal shaft
Fore shaft circle and well bore, and simultaneously in the bottom construction anti-floating plate of perpendicular cross-hole region.
Fore shaft circle step can enhance the stability of fore shaft circle position of stratum, grid steel frame, lock foot anchor tube in well bore step
Etc. the stability of well bore is enhanced, so that well bore will not cracking or collapse.After well bore excavates on earth, anti-floating plate and uplift pile are together
The protuberance for effectively limiting soil, protects subway tunnel.Between excavating shaft when region, soil caused by cross-hole region excavates is erected
Lifting trend will receive the effect of 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 two sides between removal shaft, and after anti-floating plate of having constructed in time, uplift pile and anti-floating plate energy
Bigger protection scope is formed, prevents soil from swelling.This sequence of excavation, since the vertical shaft region excavated simultaneously is apart compared
Far, the degree very little of soil protuberance, and multiple vertical shaft regions can be excavated simultaneously, work efficiency is high.
Further, the edge of steel reinforcement cage upper end is equipped with the flood projected upwards in second step fore shaft circle step
Muscle, after concrete is perfused to steel reinforcement cage, flood muscle becomes the flood wall at fore shaft circle.Flood wall can prevent the water on ground from flowing into well
In body.
Further, fore shaft circle position of stratum divides center and marginal zone, edge in second step fore shaft circle step
Molding is once excavated in area, and after molding is excavated in marginal zone, the native wall profile at marginal zone is the wall suitable for reading on fore shaft circle stratum, center
Divide two layers of excavation molding, after molding is excavated in center, the native wall profile at center is the Xia Koubi on fore shaft circle stratum.Excavate lock
Mouth circle STRATIGRAPHIC DIVISION is center area and marginal zone, 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 can be reduced the degree of soil protuberance.
Further, in third step well bore step, the quantity of dowel has a plurality of, and a plurality of dowel annularly divides
Cloth.
Further, in third step well bore step, after reducing water level, so that water level is below the 1m of shaft bottom.
Further, the construction method of anti-floating plate is in the 4th step shaft bottom step: it first is laid with steel mesh to shaft bottom,
Then casting concrete again.
Further, applying reinforcement walls in well bore in third step well bore step；The construction method of reinforcement walls is:
Steel reinforcement cage is placed in well bore, one end of steel reinforcement cage abuts 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 two sides of steel reinforcement cage, concrete is then perfused into steel reinforcement cage.
Further, angle steel is fixed in soil layer, then grid steel frame is welded on angle in third step well bore step
On steel.
Generally speaking, the present invention has the advantage that
Fore shaft circle step of the invention can enhance the stability of fore shaft circle position of stratum, grid steel frame in well bore step,
Lock foot anchor tube etc. enhances the stability of well bore, so that well bore will not cracking or collapse.After well bore excavates on earth, anti-floating plate and anti-
Pile pulling effectively limits the protuberance in soil together, protects subway tunnel.Between excavating shaft when region, erects cross-hole region and excavate
Caused soil swells trend, will receive the effect of the frictional force of the well bore in vertical shaft region, so as to mitigate area between vertical shaft
It swells in the soil in domain.The fore shaft circle and well bore of region two sides between removal shaft, and after anti-floating plate of having constructed in time, uplift pile and
Anti-floating plate can form bigger protection scope, prevent soil from swelling.
Detailed description of the invention
Fig. 1 is the schematic diagram of construction uplift pile.
Fig. 2 is the schematic diagram at slope excavation fore shaft circle stratum.
Fig. 3 is the schematic diagram of grouting rock bolt and net spray concrete at construction fore shaft circle stratum.
Fig. 4 is the schematic diagram of formwork supporting plate and steel reinforcement cage at construction fore shaft circle stratum.
Fig. 5 is the schematic diagram after the steel reinforcement cage perfusion concrete at fore shaft circle stratum.
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 the schematic diagram in shaft bottom construction anti-floating plate and crown beam.
Fig. 9 is the schematic diagram in region between slope excavating shaft.
Figure 10 is the schematic diagram between removal shaft after region two sides fore shaft circle and well bore, and two vertical shaft regional connectivities are existed
Together.
Figure 11 is the schematic diagram that a unit area divides 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 at fore shaft circle stratum, and 5 be fore shaft
The Xia Koubi at stratum is enclosed, 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 be lock
Foot anchor tube, 12 be grid steel frame, and 13 be reinforcement walls, and 14 be anti-floating plate, and 15 be crown beam, and 16 be perpendicular cross-hole region, and 17 be bucket crane.
Specific embodiment
Below in conjunction with the drawings and specific embodiments, the present invention will be further described in detail.
Along subway and in protection zone when the construction and excavation earthwork, in the range of the region for needing to construct is foundation pit,
Earth excavation digs up the soil within the scope of foundation pit.In conjunction with shown in Fig. 1 to Figure 11, the present invention excavates in a kind of subway protection region
The anti-floating of foundation pit plays construction method and is divided between multiple vertical shaft regions and multiple vertical shafts along subway line within the scope of the foundation pit
Region, vertical shaft region and perpendicular cross-hole region are successively alternately distributed, 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 includes the following steps:
As shown in connection with fig. 1, first step uplift pile step: in the construction uplift pile of subway tunnel two 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 perfused using pipe rubbing machine in the two sides of subway tunnel
Stake, the stake after perfusion is uplift pile, and uplift pile is located in soil layer, and there are a uplift pile in subway tunnel two sides, uplift pile it is upper
End is higher than subway tunnel；
In conjunction with shown in Fig. 2 to Fig. 5, second step fore shaft circle step: is excavated, made in fore shaft circle position of stratum slope using digging machine
It is stepped to obtain fore shaft circle stratum, in the present invention, fore shaft circle stratum is two layers, i.e. two layers of ladder, and the ladder of lower layer is to lock
The bottom on mouth circle stratum；After fore shaft circle stratum slope is excavated, then the profile at manual amendment fore shaft circle, that is, modify fore shaft circle stratum
In bilevel Tu Bi；Then grouting rock bolt and net spray concrete are applied in time in the lower position Kou Bi on fore shaft circle stratum, so that
Grouting rock bolt is located in soil layer, i.e., grouting rock bolt is inserted into soil layer, and then the net of mouth wall spray C25 sprays concrete still further below, forms one
A net sprays concrete layer, after spray, net spray concrete with a thickness of 10cm, the length of grouting rock bolt is 2m, outer diameter 22mm；Fore shaft circle stratum
Xia Koubi be Tu Bi in fore shaft circle stratum between upper layer and lower layer, the wall suitable for reading on fore shaft circle stratum is in fore shaft circle stratum
Tu Bi between upper layer and ground；After downward mouth wall has sprayed the net spray concrete of C25, then in the lower mouth wall on fore shaft circle stratum and suitable for reading
Formwork supporting plate is placed at wall, places steel reinforcement cage between two pieces of formwork supporting plates, and concrete then is perfused to concrete is perfused between two pieces of formwork supporting plates again
Later, 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, there is soil layer certain gradient to be either layered, and
It is not a hole vertically downward；
In conjunction with shown in Fig. 6 to Fig. 8, third step well bore step: water level is reduced, so that water level is in setting value hereinafter, then existing
Foundation pit periphery construction water-stop curtain, i.e., surround the surrounding of foundation pit with water-stop curtain, prevent water from entering the inside of foundation pit, sealing curtain
The lowest part of curtain should be located at lithosphere hereinafter, after water level drops to a certain degree (such as lithosphere), that is, have the work of water proof
With lithosphere has the function of 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, sets the cutting depth of every layer of well bore, and the bucket crane being placed on the ground is by the soil mud of excavation
Out, i.e., the well bore excavated will be needed to be 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, then the centre for the body that first digs a well is digged to the borehole wall, after each layer of excavations of well bore forms, in time to
The borehole wall sprays concrete, after the concrete for having sprayed C25, concrete with a thickness of 5cm, then steel mesh is hung on the borehole wall, then by grid steel frame close to
The borehole wall places (after excavating down, grid steel frame is already fixed on the borehole wall), then in time will lock foot anchor tube (lock foot anchor
The a length of 3m, outer diameter 42mm of pipe) it sets in soil layer, then grid steel frame and lock foot anchor tube are fixed together with dowel,
Then to grid steel frame spray concrete (spray the concrete of C25 again, after spray, concrete with a thickness of 25cm, form a net and spray concrete layer), then
Cement slurry is injected to lock foot anchor tube, so that cement slurry enters in soil layer；After steel mesh is hung on the borehole wall, grid steel frame again against
The borehole wall, steel mesh is between the borehole wall and grid steel frame, and grid steel frame is fixed with lock foot anchor tube and dowel simultaneously, and well bore step is applied
After work is good, steel mesh, dowel, grid steel frame are respectively positioned on the inside of concrete；
As shown in connection with 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 crown beam is applied, connected two adjacent uplift piles with crown beam, then constructed anti-floating plate to shaft bottom；
In conjunction with 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 two sides, and a vertical shaft is removed in the bottom construction anti-floating plate of perpendicular cross-hole region simultaneously
Between region two sides fore shaft circle and well bore, i.e., together by two adjacent vertical shaft regional connectivities, until be finally connected to entire base
Hole, i.e., fore shaft circle and well bore within the scope of foundation pit are all removed.
In conjunction with shown in Figure 11, multiple unit areas are equipped within the scope of foundation pit, each unit area includes continuous seven perpendicular
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 third 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,
It is layered region between slope excavating shaft 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, since the vertical shaft region excavated simultaneously is at a distance of distant, soil protuberance
Degree very little, and multiple vertical shaft regions can be excavated simultaneously, work efficiency is high.
In second step fore shaft circle step, the edge (close to well bore) of steel reinforcement cage upper end is equipped with the flood projected upwards
Muscle, after concrete is perfused to steel reinforcement cage, flood muscle becomes 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 flows into well bore.
In second step fore shaft circle step, fore shaft circle position of stratum divides center and marginal zone, marginal zone are once excavated
Molding, the depth that marginal zone is excavated is 1m, and after molding is excavated in marginal zone, the native wall profile at marginal zone is the upper of fore shaft circle stratum
Two layers of excavation molding is distinguished at mouth wall, center, and the depth that center is excavated in total is 2m, after center excavation forms, at center
Native wall profile be fore shaft circle stratum Xia Koubi.Excavating fore shaft circle STRATIGRAPHIC DIVISION is center area 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 can be reduced soil
The degree of lifting.
In third step well bore step, the quantity of dowel has a plurality of, and a plurality of dowel is annularly distributed.It can be by grid steel
Frame is rigidly secured together.
In third step well bore step, after reducing water level, so that water level is in shaft bottom 1m hereinafter, 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: being first laid with steel mesh to shaft bottom, then pours again mixed
Solidifying soil, the concrete thickness poured are 15cm, and are the concrete of C20.It is excavated to after shaft bottom, construct anti-floating plate in time,
It can prevent soil from swelling in time in this way.
In third step well bore step, according to the engineering geological condition on stratum where well bore, judge whether to need to apply to add
Gu Qiang；The construction method of reinforcement walls is: steel reinforcement cage being placed in well bore, one end of steel reinforcement cage abuts 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 two sides of steel reinforcement cage, then to steel reinforcement cage
Interior perfusion concrete.After excavating well bore to certain depth, if it is desirable, a reinforcement walls can be increased.
In third step well bore step, angle steel is fixed in soil layer, then grid steel frame is welded on angle steel.
The above embodiment is a preferred embodiment of the present invention, but embodiments of the present invention are not by above-described embodiment
Limitation, other any changes, modifications, substitutions, combinations, simplifications made without departing from the spirit and principles of the present invention,
It should be equivalent substitute mode, be included within the scope of the present invention.
Claims (7)
1. the anti-floating of excavation pit plays construction method in a kind of subway protection region, it is characterised in that: be equipped within the scope of foundation pit more
A unit area, each unit area include continuous seven vertical shaft regions and the vertical shaft that is distributed between seven vertical shaft regions
Between region, vertical shaft region and perpendicular cross-hole region are successively alternately distributed；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 excavate third vertical shaft region and the 7th simultaneously
Then second vertical shaft region, the 4th vertical shaft region and the 6th vertical shaft region are excavated in a vertical shaft region 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 includes the following steps:
First step uplift pile step: in the construction uplift pile of subway tunnel two sides；
Second step fore shaft circle step: being excavated using digging machine in fore shaft circle position of stratum slope, so that fore shaft circle stratum is stepped,
Profile at manual amendment fore shaft circle again；Then grouting rock bolt and net spray concrete are applied in the lower position Kou Bi on fore shaft circle stratum, made
Grouting rock bolt is obtained to be located in soil layer；Then formwork supporting plate is placed at the lower mouth wall on fore shaft circle stratum and wall suitable for reading, in two pieces of formworks
Steel reinforcement cage is placed between plate, and concrete then is perfused between two pieces of formwork supporting plates again；
Third step well bore step: reducing water level, so that water level is in setting value hereinafter, then in foundation pit periphery construction water-stop curtain；
Then well bore is excavated using manual zoning, according to the engineering geological condition on stratum where well bore, the excavation for setting every layer of well bore is deep
Degree, the bucket crane being placed on the ground go out the soil mud of excavation；When excavating well bore, then the centre for the body that first digs a well is expanded to the borehole wall
Dig, after the molding of each layer of excavations of well bore, to borehole wall spray concrete, then hang over steel mesh on the borehole wall, then by grid steel frame close to
The borehole wall is placed, and then sets lock foot anchor tube in soil layer, then grid steel frame and lock foot anchor tube are fixed together with dowel,
Then concrete is sprayed to grid steel frame, then injects cement slurry to lock foot anchor tube, so that cement slurry enters in soil layer；
4th step shaft bottom step: after well bore is excavated to bottom, manually flattening shaft bottom, and apply crown beam, with crown beam by phase
Two adjacent uplift piles connect, then construct anti-floating plate to shaft bottom；
After the completion of the excavation construction in each vertical shaft region, layering slope then is carried out to perpendicular cross-hole region and is excavated, cross-hole region is erected
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 two sides between removal shaft
Circle and well bore, and simultaneously in the bottom construction anti-floating plate of perpendicular cross-hole region；
In second step fore shaft circle step, fore shaft circle position of stratum divides center and molding is once excavated in marginal zone, marginal zone,
After molding is excavated in marginal zone, the native wall profile at marginal zone is the wall suitable for reading on fore shaft circle stratum, and two layers of excavation molding is distinguished at center,
After molding is excavated in center, the native wall profile at center is the Xia Koubi on fore shaft circle stratum.
2. the anti-floating of excavation pit plays construction method in a kind of subway protection region described in accordance with the claim 1, feature exists
In: in second step fore shaft circle step, the edge of steel reinforcement cage upper end is equipped with the flood muscle projected upwards, and concrete is perfused to steel reinforcement cage
Afterwards, flood muscle becomes the flood wall at fore shaft circle.
3. the anti-floating of excavation pit plays construction method in a kind of subway protection region described in accordance with the claim 1, feature exists
In: in third step well bore step, the quantity of dowel has a plurality of, and a plurality of dowel is annularly distributed.
4. the anti-floating of excavation pit plays construction method in a kind of subway protection region described in accordance with the claim 1, feature exists
In: in third step well bore step, after reducing water level, so that water level is below the 1m of shaft bottom.
5. the anti-floating of excavation pit plays construction method in a kind of subway protection region described in accordance with the claim 1, feature exists
In: in the 4th step shaft bottom step, the construction method of anti-floating plate is: being first laid with steel mesh to shaft bottom, then casting concrete again.
6. the anti-floating of excavation pit plays construction method in a kind of subway protection region described in accordance with the claim 1, feature exists
In: in third 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 two sides of steel reinforcement cage, and concrete is then perfused into steel reinforcement cage.
7. the anti-floating of excavation pit plays construction method in a kind of subway protection region described in accordance with the claim 1, feature exists
In: in third step well bore step, angle steel is fixed in soil layer, then grid steel frame is welded on angle steel.
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| CN201710612425.1A CN107447794B (en) | 2017-07-25 | 2017-07-25 | An anti-floating construction method for excavating foundation pits in subway protection areas |
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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 |
| CN114875925B (en) * | 2022-05-30 | 2023-05-05 | 中铁一局集团(广州)建设工程有限公司 | Construction method of oversized deep foundation pit of subway tunnel adjacent to sea-filling stratum |
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| JP2006104714A (en) * | 2004-10-01 | 2006-04-20 | Kajima Corp | Clogging prevention method and apparatus for groundwater pumping equipment and clogging prevention type groundwater pumping equipment |
| CN102155233B (en) * | 2011-04-21 | 2013-07-10 | 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 |
| CN105240018B (en) * | 2015-10-30 | 2018-09-18 | 中铁上海工程局集团有限公司 | Construction of Silo device and method |
-
2017
- 2017-07-25 CN CN201710612425.1A patent/CN107447794B/en not_active Expired - Fee Related
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| CN107447794A (en) | 2017-12-08 |
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