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 PDF

Info

Publication number
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
Authority
CN
China
Prior art keywords
region
shaft
well bore
excavation
vertical shaft
Prior art date
Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
Granted
Application number
CN201710612425.1A
Other languages
Chinese (zh)
Other versions
CN107447794B (en
Inventor
郑先昌
刘继强
韩雪峰
胡志敏
董天军
喻伟
吴伟华
郭劲睿
Current Assignee (The listed assignees may be inaccurate. Google has not performed a legal analysis and makes no representation or warranty as to the accuracy of the list.)
Guangzhou University
China Railway South Investment Group Co Ltd
Original Assignee
Guangzhou University
Priority date (The priority date is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the date listed.)
Filing date
Publication date
Application filed by Guangzhou University filed Critical Guangzhou University
Priority to CN201710612425.1A priority Critical patent/CN107447794B/en
Publication of CN107447794A publication Critical patent/CN107447794A/en
Application granted granted Critical
Publication of CN107447794B publication Critical patent/CN107447794B/en
Active legal-status Critical Current
Anticipated expiration legal-status Critical

Links

Classifications

    • EFIXED CONSTRUCTIONS
    • E02HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02DFOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D31/00Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution
    • E02D31/10Protective 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
    • E02D31/12Protective 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
    • EFIXED CONSTRUCTIONS
    • E02HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02DFOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D17/00Excavations; Bordering of excavations; Making embankments
    • E02D17/20Securing of slopes or inclines
    • E02D17/207Securing of slopes or inclines with means incorporating sheet piles or piles
    • EFIXED CONSTRUCTIONS
    • E02HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02DFOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D5/00Bulkheads, piles, or other structural elements specially adapted to foundation engineering
    • E02D5/74Means for anchoring structural elements or bulkheads
    • E02D5/76Anchorings for bulkheads or sections thereof in as much as specially adapted therefor
    • E02D5/765Anchorings for bulkheads or sections thereof in as much as specially adapted therefor removable

Landscapes

  • Engineering & Computer Science (AREA)
  • Structural Engineering (AREA)
  • Mining & Mineral Resources (AREA)
  • Life Sciences & Earth Sciences (AREA)
  • General Life Sciences & Earth Sciences (AREA)
  • Paleontology (AREA)
  • Civil Engineering (AREA)
  • General Engineering & Computer Science (AREA)
  • Environmental & Geological Engineering (AREA)
  • Hydrology & Water Resources (AREA)
  • Pit Excavations, Shoring, Fill Or Stabilisation Of Slopes (AREA)
  • Piles And Underground Anchors (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

The anti-floating of excavation pit plays construction method in a kind of subway protection region
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.
CN201710612425.1A 2017-07-25 2017-07-25 The anti-floating of excavation pit plays construction method in a kind of subway protection region Active CN107447794B (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
CN201710612425.1A CN107447794B (en) 2017-07-25 2017-07-25 The anti-floating of excavation pit plays construction method in a kind of subway protection region

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
CN201710612425.1A CN107447794B (en) 2017-07-25 2017-07-25 The anti-floating of excavation pit plays construction method in a kind of subway protection region

Publications (2)

Publication Number Publication Date
CN107447794A true CN107447794A (en) 2017-12-08
CN107447794B CN107447794B (en) 2019-05-03

Family

ID=60487551

Family Applications (1)

Application Number Title Priority Date Filing Date
CN201710612425.1A Active CN107447794B (en) 2017-07-25 2017-07-25 The anti-floating of excavation pit plays construction method in a kind of subway protection region

Country Status (1)

Country Link
CN (1) CN107447794B (en)

Cited By (2)

* Cited by examiner, † Cited by third party
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)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
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

Patent Citations (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
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)

* Cited by examiner, † Cited by third party
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

Also Published As

Publication number Publication date
CN107447794B (en) 2019-05-03

Similar Documents

Publication Publication Date Title
CN207003499U (en) A kind of anti-floating lifting device of underground tunnel upper excavation of foundation pit
CN202969392U (en) Complex geology deep excavation pit combined support
CN103774675B (en) Combined double-row-pile combined vertical prestress anchor rod supporting system and construction method thereof
CN108316339B (en) Construction method of water-permeable geological large arch bridge foundation
CN103775110A (en) Underground excavation construction method for multilayer underground space of soft soil area
CN103938634B (en) A kind of deep foundation pit supporting structure and construction method
CN102660955B (en) Quick construction method for foundation pit slope support
CN105544576A (en) Foundation ditch dewatering and drainage excavation structure and application method
CN207003421U (en) A kind of steel plate pilework for being seated hard rock top surface
CN108867673A (en) A kind of underwater prevention method in the foundation pit based on the curtain that draws water
CN107447794B (en) The anti-floating of excavation pit plays construction method in a kind of subway protection region
CN203729309U (en) Support system with combined double-row piles combined with vertical prestressed anchor bolts
CN107143149B (en) A kind of existing masonry structure building adds the construction method of basement
CN101319501B (en) Construction method of deep foundation ditch
CN108277815A (en) The cofferdam structure and its construction method constructed for water intaking header structure in river
CN207004520U (en) A kind of robust structure of subway protection area shaft excavation
CN115162345B (en) Earthwork excavation organization and construction method for ultra-large deep foundation pit of Yangtze river flood plain
CN207111094U (en) Ultra-deep shield launching in a kind of water/hang out well construction
KR101117924B1 (en) Composite type steel temporary construction and construction method thereof
CN113123358B (en) Ship pool deformation prevention and control structure under action of uneven settlement of coal mining and construction method
CN115506807A (en) Supporting structure crossing karst cave below tunnel and construction method thereof
CN102678127B (en) Method for constructing weakly consolidated non-stratified sandstone tunnel
CN115467360A (en) Construction method for iron tower foundation in marsh or muddy area
CN213625605U (en) Dig deep basal pit structure of stake anchor and hanging net injection concrete soon
CN212642730U (en) Collapsible loess area tunnel passes people's air defense structure

Legal Events

Date Code Title Description
PB01 Publication
PB01 Publication
SE01 Entry into force of request for substantive examination
SE01 Entry into force of request for substantive examination
TA01 Transfer of patent application right

Effective date of registration: 20190116

Address after: 510006 230 Waihuan West Road, Guangzhou University Town, Panyu District, Guangzhou City, Guangdong Province

Applicant after: Guangzhou University

Applicant after: China Railway South Investment Group Co., Ltd.

Address before: 510006 No. 230, West Ring Road, University Town, Panyu District, Guangzhou City, Guangdong Province

Applicant before: Guangzhou University

TA01 Transfer of patent application right
GR01 Patent grant
GR01 Patent grant