CN110080237A - It cheats the shallow earthing subway tunnel pit earthwork in bottom and excavates anti-floating construction method and structure - Google Patents
It cheats the shallow earthing subway tunnel pit earthwork in bottom and excavates anti-floating construction method and structure Download PDFInfo
- Publication number
- CN110080237A CN110080237A CN201910407566.9A CN201910407566A CN110080237A CN 110080237 A CN110080237 A CN 110080237A CN 201910407566 A CN201910407566 A CN 201910407566A CN 110080237 A CN110080237 A CN 110080237A
- Authority
- CN
- China
- Prior art keywords
- construction
- pile
- floating
- concrete
- tunnel
- 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.)
- Pending
Links
- 238000010276 construction Methods 0.000 title claims abstract description 133
- 238000007667 floating Methods 0.000 title claims abstract description 133
- 241000209202 Bromus secalinus Species 0.000 title description 2
- 238000009412 basement excavation Methods 0.000 claims abstract description 52
- 238000013461 design Methods 0.000 claims abstract description 33
- 238000005516 engineering process Methods 0.000 claims abstract description 10
- 239000004567 concrete Substances 0.000 claims description 85
- 229910000831 Steel Inorganic materials 0.000 claims description 51
- 239000010959 steel Substances 0.000 claims description 51
- 230000002787 reinforcement Effects 0.000 claims description 43
- 238000000034 method Methods 0.000 claims description 37
- 238000005553 drilling Methods 0.000 claims description 36
- 239000002689 soil Substances 0.000 claims description 32
- 239000011435 rock Substances 0.000 claims description 24
- 230000008569 process Effects 0.000 claims description 20
- 238000004140 cleaning Methods 0.000 claims description 18
- 239000013049 sediment Substances 0.000 claims description 18
- 210000003205 muscle Anatomy 0.000 claims description 16
- 238000012360 testing method Methods 0.000 claims description 15
- 230000001681 protective effect Effects 0.000 claims description 14
- 238000005266 casting Methods 0.000 claims description 12
- 238000009434 installation Methods 0.000 claims description 12
- 238000002156 mixing Methods 0.000 claims description 9
- 238000004080 punching Methods 0.000 claims description 9
- 230000003014 reinforcing effect Effects 0.000 claims description 9
- 238000004519 manufacturing process Methods 0.000 claims description 6
- 230000010412 perfusion Effects 0.000 claims description 6
- 239000011148 porous material Substances 0.000 claims description 6
- 238000003466 welding Methods 0.000 claims description 6
- 238000012545 processing Methods 0.000 claims description 5
- 239000004744 fabric Substances 0.000 claims description 4
- 238000007789 sealing Methods 0.000 claims description 4
- 229920000742 Cotton Polymers 0.000 claims description 3
- 206010044565 Tremor Diseases 0.000 claims description 3
- 239000003795 chemical substances by application Substances 0.000 claims description 3
- 230000006835 compression Effects 0.000 claims description 3
- 238000007906 compression Methods 0.000 claims description 3
- 239000000284 extract Substances 0.000 claims description 3
- 230000004927 fusion Effects 0.000 claims description 3
- 230000002706 hydrostatic effect Effects 0.000 claims description 3
- 238000007689 inspection Methods 0.000 claims description 3
- 238000005259 measurement Methods 0.000 claims description 3
- 239000004570 mortar (masonry) Substances 0.000 claims description 3
- 238000012856 packing Methods 0.000 claims description 3
- 238000001556 precipitation Methods 0.000 claims description 3
- 238000002360 preparation method Methods 0.000 claims description 3
- 238000005056 compaction Methods 0.000 claims description 2
- 238000012790 confirmation Methods 0.000 claims description 2
- 238000004064 recycling Methods 0.000 claims description 2
- 230000000694 effects Effects 0.000 abstract description 7
- 230000008901 benefit Effects 0.000 abstract description 2
- 230000006872 improvement Effects 0.000 description 18
- 238000010586 diagram Methods 0.000 description 8
- 239000000243 solution Substances 0.000 description 5
- 230000007812 deficiency Effects 0.000 description 4
- 230000015271 coagulation Effects 0.000 description 3
- 238000005345 coagulation Methods 0.000 description 3
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 3
- 102000001999 Transcription Factor Pit-1 Human genes 0.000 description 2
- 108010040742 Transcription Factor Pit-1 Proteins 0.000 description 2
- 238000007596 consolidation process Methods 0.000 description 2
- 238000005429 filling process Methods 0.000 description 2
- 238000003825 pressing Methods 0.000 description 2
- 238000007569 slipcasting Methods 0.000 description 2
- 238000003756 stirring Methods 0.000 description 2
- 238000003860 storage Methods 0.000 description 2
- 230000009471 action Effects 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000009435 building construction Methods 0.000 description 1
- 210000002421 cell wall Anatomy 0.000 description 1
- 239000004568 cement Substances 0.000 description 1
- 230000008859 change Effects 0.000 description 1
- 238000005253 cladding Methods 0.000 description 1
- 150000001875 compounds Chemical class 0.000 description 1
- 230000008878 coupling Effects 0.000 description 1
- 238000010168 coupling process Methods 0.000 description 1
- 238000005859 coupling reaction Methods 0.000 description 1
- 238000005520 cutting process Methods 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 230000018109 developmental process Effects 0.000 description 1
- 238000011049 filling Methods 0.000 description 1
- 238000002347 injection Methods 0.000 description 1
- 239000007924 injection Substances 0.000 description 1
- 230000003993 interaction Effects 0.000 description 1
- 239000011150 reinforced concrete Substances 0.000 description 1
- 231100000241 scar Toxicity 0.000 description 1
- 230000011218 segmentation Effects 0.000 description 1
- 238000005507 spraying Methods 0.000 description 1
- 230000006641 stabilisation Effects 0.000 description 1
- 238000011105 stabilization Methods 0.000 description 1
- 230000008961 swelling Effects 0.000 description 1
- 238000012546 transfer Methods 0.000 description 1
Classifications
-
- 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
- E02D17/02—Foundation pits
-
- 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
- E02D17/02—Foundation pits
- E02D17/04—Bordering surfacing or stiffening the sides of foundation pits
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D19/00—Keeping dry foundation sites or other areas in the ground
- E02D19/06—Restraining of underground water
- E02D19/12—Restraining of underground water by damming or interrupting the passage of underground water
-
- 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
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
- E02D5/38—Concrete or concrete-like piles cast in position ; Apparatus for making same making by use of mould-pipes or other moulds
- E02D5/385—Concrete or concrete-like piles cast in position ; Apparatus for making same making by use of mould-pipes or other moulds with removal of the outer mould-pipes
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2300/00—Materials
- E02D2300/0004—Synthetics
- E02D2300/0018—Cement used as binder
- E02D2300/002—Concrete
Landscapes
- Engineering & Computer Science (AREA)
- Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Structural Engineering (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)
- Piles And Underground Anchors (AREA)
Abstract
Anti-floating construction method is excavated the invention discloses a kind of shallow earthing subway tunnel pit earthwork in hole bottom and structure, the construction method include: support construction, carries out supporting construction by Foundation Pit Support Design requirement；Resistance to plucking pile driving construction lays row's uplift principle respectively on the outside of safeguard protection line；Excavation carries out excavation by the way of excavation section by section；The construction of anti-floating plate, carries out anti-floating plate construction by the way of section construction；The constructing structure includes uplift pile and anti-floating plate, and the uplift pile is arranged in rows in tunnel two sides, and two rows of uplift piles are arranged at other than the safety line of tunnel two sides, and the anti-floating plate is cast in the upper end of uplift pile and across two rows of uplift piles；The shallow earthing subway tunnel pit earthwork in this kind hole bottom excavates anti-floating construction method and structure have the advantages that anti-floating effect is good, construction technology is simple, construction efficiency is high, construction cost is low, not available for the prior arts such as environmentally friendly.
Description
Technical field
The present invention relates to the realm of building construction, especially a kind of shallow earthing subway tunnel pit earthwork in hole bottom excavates anti-floating and applies
Work method and structure.
Background technique
Nowadays the domestic big and medium-sized cities underground close net of subway line is distributed, and is frequently encountered in Process of Urban Development in subway tunnel
The case where building all kinds of buildings or structures at the top of road, when excavating the earthwork of buildings or structures subterranean excavation, along with tunnel top
Off-load caused by the soil body is transported outward, can cause the change of the original soil stress filed of tunnel perimeter, produce when tunnel cladding earth pressure is less than
When raw tunnel upward floating power, the floating of tunnel structure certainly will be caused to deform, safety of subway operation is caused a significant threat when serious.
When typically encountering such situation, to ensure that safety must carry out Anti-floating design and the processing in tunnel in advance.It is general
Way is that slip casting or whirl spraying is taken the soil body at tunnel top to foundation pit bottom to expire hall consolidation process, is opened with increasing earthing weight resistance
Buoyancy caused by digging.It but is the inherently safe for ensuring subway tunnel, the range of soil stabilization processing must be maintained to few
The safe distance certain apart from tunnel side, the consolidation process of this earthing shallow for tunnel top are difficult to meet floating requirement.
In view of this, the purpose of the present invention is to provide a kind of new technical solutions to solve existing technological deficiency.
Summary of the invention
For overcome the deficiencies in the prior art, it is anti-to provide a kind of shallow earthing subway tunnel pit earthwork excavation in hole bottom by the present invention
Floating construction method and structure, solve existing construction means and constructing structure is difficult to meet the shallow earthing floating requirement in tunnel top, apply
The technological deficiencies such as work low efficiency, complicated construction technique, construction cost height.
The technical solution adopted by the present invention to solve the technical problems is:
A kind of shallow earthing subway tunnel pit earthwork excavation anti-floating construction method in hole bottom, including construction procedure below:
Step 1: support construction carries out supporting construction by Foundation Pit Support Design requirement；
Step 2: resistance to plucking pile driving construction lays row's uplift principle respectively on the outside of safeguard protection line；
Step 3: excavation carries out excavation by the way of excavation section by section；
Step 4: the construction of anti-floating plate carries out anti-floating plate construction by the way of section construction；
The step 3 and step 4 recurrence interval are carried out up to complete design boundary of works area.
As an improvement of the above technical solution, in support construction, construction procedure includes:
Step 1-1: advance support construction is carried out by Foundation Pit Support Design requirement, is parallel to the two sides foundation pit branch of tunnel trend
The bored concrete pile or hole-drilling interlocking pile of diameter 1000mm-1200mm can be used in shield, and the two sides foundation pit of Vertical tunnel trend is using classification
Slope is excavated；
Step 1-2: implementing water-stop curtain construction by Foundation Pit Support Design requirement, deep using diameter 600mm in foundation pit surrounding
Layer mixing pile or high-pressure rotary jet grouting pile set water-stop curtain, guarantee water-stagnating effect,.
3m must be met apart from tunnel top or side in the two collateral shields and water-stop curtain of Vertical tunnel trend；
Before carrying out advance support construction, according to field condition can Dewatering well and inverted well in advance, in excavation of foundation pit
In use process, it can be needed to implement to cheat interior precipitation or recharge according to anti-floating.
As a further improvement of the above technical scheme, the resistance to plucking pile driving construction takes full-sleeve full-rotation construction technology,
Including construction procedure:
Step 2-1: uplift pile preparation of construction verifies buried pipeline situation before resistance to plucking pile driving construction, smooth construction site,
And ram packing reality；
Step 2-2: the setting-out of stake position carries out setting-out to stake position, and confirms stake top absolute altitude；
Step 2-3: full circle swinging host is in place, hangs full circle swinging chassis, and center chassis is overlapped with pile center's point, then hangs
Host is mounted on chassis, finally installs counter-force fork；
Step 2-4: steel pile casting is placed in lifting, after host is in place, hangs installation steel sleeve, carries out rotary drilling, and revolution is driven
Casing is pushed while dynamic casing, realizes that casing quickly pierces stratum；
Step 2-5: measurement adjustment verticality, before steel sleeve is crept into, with 2 laser transits in XY both direction or use
Plumb bob adjusts casing verticality；
Step 2-6: steel pile casting drilling takes soil to designed elevation, after correcting casing verticality, with pressing sleeve under full-rotating drill
Pipe；
Step 2-7: pore-forming inspection, when drilling depth reaches design requirement, to hole location, aperture, hole depth and gradient etc.
It is checked, using ultrasonic wave measuring for verticality；
Step 2-8: first time borehole cleaning after pore-forming, fishes for sediment with Spiral digging machine or punching grab bucket in time；
Step 2-9: fabrication of reinforcing cage installation, pile foundation steel bar cage are concentrated in reinforcing bar field and are made；
Step 2-10: secondary pile hole cleaning, pipe inner wall is smooth, smoother, and internal diameter is consistent, and interface is tight；
Step 2-11: pouring underwater concrete checks and pours underwater coagulation immediately after sediment thickness after borehole cleaning, borehole cleaning are qualified
Soil；
Step 2-12: extracting conduit and steel pile casting, when pouring underwater concrete, by casing merogenesis situation, pulls out when pouring
Conduit, then pull out conduit.
As a further improvement of the above technical scheme, in step 2-2, two rows of uplift piles are laid in subway tunnel two sides
Outside protective wire, the distance of protective wire is not less than 3m, and the drilling position of uplift pile need to be on the outside of protective wire, and work progress is forbidden to cross
Protective wire operation, to prevent from having an impact tunnel in pore forming process；Reinforcement protection is carried out to stake position with mortar or concrete,
In case testing in drilling process to stake position；Stake position is carried out to check to ensure that fender pile must not be displaced；
As a further improvement of the above technical scheme, in step 2-6, start to be grabbed with punching as casing compression distance 3m
Bucket takes soil out of casing, grabs soil on one side, continues to push casing on one side；According to Different Strata, using punching grab bucket, block stamp, mud bucket is taken
It is used interchangeably；Remain that casing bottom is ahead of the depth of excavation face not less than 2.5m, cannula tip cannot beyond drilling machine platform
Lower than 50cm；When being bored into rock stratum, Spiral digging machine can be cooperated to construct；According to field geology situation, different drill bits is selected；Rotation
When digging drilling machine drilling, confirmation such as rock depth, hole termination depth and hangs muscle length in time.Moment records in drilling process differently
Hydralic pressure gauge torque data in layer, when changing on drop-down mention the casing that shakes up and reduce frictional force, be lost to prevent casing and drill bit；
As a further improvement of the above technical scheme, in step 2-8, bottom hole sediment thickness is not more than 5cm, and borehole cleaning is complete
Clear supervising engineer is reported to check and accept by quality personnel after Bi Hou, depth of pore forming and sediment thickness acceptance(check)；
As a further improvement of the above technical scheme, in step 2-9, steel reinforcement cage is every 2m along the uniform cloth of pile body surrounding
4 chucking lug muscle are set, the pile crown reinforcing bar for protruding into cushion cap part is wrapped up using pearl cotton casing, in order to which the later period carries out pile crown
It cuts；Steel reinforcement cage is transported to scene storage after processing is completed, uses bracket support pad below, is covered above with colour bar cloth；According to live real
Border situation uses connecting sleeve or welded reinforcement cage；Steel reinforcement cage installation uses crawler crane, is captured by single machine and hangs steel reinforcement cage, and
It transfers, is fixed on the positioning after the completion of decentralization in aperture section by section, avoid that floating cage phenomenon occurs during concrete perfusion, it is ensured that
Steel reinforcement cage is overlapped with hole location center, and hangs muscle length is accurate；The welding of main reinforcement uses single welding, fusion length 10d；In same section
Splice be not to be exceeded the 50% of main reinforcement sum, the spacing of two connectors is not less than 500mm；
As a further improvement of the above technical scheme, in step 2-10, conduit diameter uses 30cm, uses preceding progress
Examination is spelled and pressure testing test；Conduit assembles the 0.5% not larger than 10cm that posterior axis deviation is no more than drilling depth；Pressure testing power position hole
1.5 times of bottom hydrostatic pressure；When conduit hangs load hole, rubber ring or Rubber washer are placed straight, tight, it is ensured that good seal；
Sediment thickness is checked again for before pouring underwater concrete；Secondary pile hole cleaning is carried out using gas lift reverse circulation, iterative cycles are until bottom hole
Sediment thickness reaches code requirement；
As a further improvement of the above technical scheme, in step 2-11, pile foundation concrete is all mixed and stirred using concrete
It stands centralized mixing, concrete tank car is transported to scene；Field test, slump are carried out to the concrete shown up by experimenter before perfusion
Degree, divergence, gassiness figureofmerit have to comply with mix-design requirement；Mouth is buried not less than 1m in concrete, less under conduit
In 3m；Underwater gliders guarantee is carried out continuously, and conduit is in buried depth control in concrete between 2-6m in filling process；Water
Lower concrete pours top surface by design of pile top elevation 1m control is higher by, to guarantee the quality of stake top concrete；Before telephone-moving, again
It measures concrete and sets depth；
As a further improvement of the above technical scheme, in step 2-12, vertical tremor when above mentioning conduit makes concrete
It is closely knit；After underwater gliders, extracts remaining conduit and steel pile casting at a slow speed by full-rotating drill, reuse, and
Stake holes is covered with steel plate, carries out next operation.
As a further improvement of the above technical scheme, in the construction of uplift pile, the stake diameter of uplift pile, pilespacing, stake be long,
Enter the arrangement of reinforcement of rock depth and pile body, concrete strength is designed according to live physical condition must satisfy excavation of foundation pit
The anti-floating requirement in tunnel；The stake diameter 1000mm-1200mm of uplift pile, stake spacing are not more than 1.5m；It is many that stake grows into middle decomposed rock
Decomposed rock is no less than 2m in 3m or in a subtle way.
As a further improvement of the above technical scheme, the excavation includes construction procedure below:
Step 3-1: excavation prepares；
Step 3-2: excavation of foundation pit surveying and locating；
Step 3-3: section gap excavates the soil body；
Step 3-4: deburring and clear bottom；
As a further improvement of the above technical scheme, need section gap to excavate when tunnel upper excavation of foundation pit, according to every
One principle for digging one separates excavation pit, and when the excavation pit earthwork, every section of excavation length is no more than 8m.
As a further improvement of the above technical scheme, the anti-floating plate construction includes construction procedure below:
Step 4-1: anti-floating plate surveying setting-out；
Step 4-2: anti-floating slab muscle fabrication and installation；
Step 4-3: anti-floating plate binding；
Step 4-4: anti-floating board concrete pours；
As a further improvement of the above technical scheme, it in the anti-floating plate construction, is applied with soil body sequential segment is excavated
Work armored concrete anti-floating plate, anti-floating plate thickness, width, length, using concrete grade, reinforced steel bar strength view field condition it is true
It is fixed；Anti-floating plate uses section construction, and in section construction, the reserved steel bar lap of splice and anchorage length are stood after excavating the soil body
It carves the arrangement for carrying out anti-floating slab muscle and is bound and welded with the reserved steel bar of uplift pile；In combination with base when anti-floating plate designs
Hole back-plane design considers jointly or is designed anti-floating plate as a part of base plate of foundation pit；Anti-floating plate is existing for armored concrete
Plate is poured, plate thickness is not less than 1000mm, and main reinforcement arrangement of reinforcement is not less than HRB400, and concrete strength is not less than C30.
Anti-floating construction method is excavated based on the above-mentioned shallow earthing subway tunnel pit earthwork in hole bottom, the present invention also provides one
Kind of the shallow earthing subway tunnel pit earthwork in hole bottom excavates anti-floating constructing structure, including uplift pile and anti-floating plate, the uplift pile at
Row is arranged in tunnel two sides, and two rows of uplift piles are arranged at other than the safety line of tunnel two sides, and the anti-floating plate is cast in resistance to plucking
The upper end of stake and across two rows of uplift piles, the part that anti-floating plate is located at two rows of uplift piles is located at tunnel top.
As an improvement of the above technical solution, the safety line is greater than 3m at a distance from tunnel-side, the uplift pile
The stake spacing of stake diameter 1000mm-1200mm, uplift pile are not more than 1.5m, and the stake of uplift pile grows into middle decomposed rock and is no less than 3m or enters
Micro- decomposed rock is no less than 2m；
The anti-floating plate is situ Concrete Slabs, and the plate thickness of anti-floating plate is not less than 1000mm, and the main reinforcement of anti-floating plate is matched
Muscle is not less than HRB400, and the concrete strength of anti-floating plate is not less than C30, and anti-floating plate is poured in such a way that section gap pours,
The distance of each section of anti-floating plate is 4-8mm.
It as a further improvement of the above technical scheme, further include supporting construction, the supporting construction includes being parallel to tunnel
The bored concrete pile or hole-drilling interlocking pile of the diameter 1000mm-1200mm of road trend and setting in foundation pit surrounding and use diameter 600mm
Deep-mixed pile or the water-stop curtain of high-pressure rotary jet grouting pile setting.
The beneficial effects of the present invention are: the present invention provides a kind of shallow earthing subway tunnel pit earthworks in hole bottom to excavate anti-floating
Construction method and structure, have the advantage that
1, anti-floating effect is good, and the technical program forms compound float Structure, uplift pile using uplift pile, anti-floating plate and earthing
Using middle weathering or micro- decomposed rock is entered, enough withdrawal resistances can be provided, are constructed with the armoured concrete slab of foundation pit bottom setting
The float Structure of complete covering subway tunnel, globality, anti-floating ability are strong；
2, construction technology is simple, is mature bored concrete pile, coagulation used by the construction method that the technical program provides
Native construction technology, technical maturity, specification are clear, and quality safety can press, and operate conveniently simple；
3, construction speed is fast, and in the technical program, bored concrete pile is using full circle swinging full casing construction, and direct geotome is into applying
Work speed is fast；
4, to surrounding enviroment close friend, the technical program uses the full casing construction process of bored concrete pile of full circle swinging, work progress pair
The influence of subway tunnel is small；Pit earthwork is excavated to be excavated using section gap, has minimized the influence to subway tunnel；
5, overall cost is low, and the armored concrete anti-floating plate at this technology foundation pit bottom can sufficiently combine building infrastructure
Bottom plate Synchronization Design, locally can dual-purpose；Anti-floating pile can be replaced according to site condition using foundation pit supporting construction or engineering pile；Separately
Outside, this technology has also given full play to the anti-floating effect of foundation pit subsoil body, and overall the technology of the present invention comprehensive cost is low.
In short, the shallow earthing subway tunnel pit earthwork in this kind hole bottom excavates anti-floating construction method and structure solves existing apply
Work means and constructing structure be difficult to meet the shallow earthing in tunnel top float require, construction efficiency is low, complicated construction technique, construction cost
High technological deficiency.
Detailed description of the invention
Present invention will be further explained below with reference to the attached drawings and examples.
Fig. 1 is construction process schematic diagram of the invention；
Fig. 2 is the process flow chart of resistance to plucking pile driving construction in the present invention；
Fig. 3 is the process flow chart of excavation in the present invention；
Fig. 4 is the process flow chart that anti-floating plate is constructed in the present invention；
Fig. 5 is the setting schematic diagram of tunnel safety line in the present invention；
Fig. 6 is the layout diagram of uplift pile on the outside of tunnel safety line in the present invention；
Fig. 7 is the plane layout diagram of uplift pile in the present invention, anti-floating plate；
Fig. 8 is the cross-sectional structure schematic diagram perpendicular to tunnel of uplift pile in the present invention, anti-floating plate and soil；
Fig. 9 is that uplift pile in the present invention, anti-floating plate and soil are parallel to tunnel the schematic diagram of the section structure；
Figure 10 is the structural schematic diagram of foundation pit segmentation exploitation in the present invention；
Figure 11 is the schematic diagram of the foundation pit supporting construction of one embodiment of the invention；
Figure 12 is the floor map of the tunnel float Structure of one embodiment of the invention；
Figure 13 is the diagrammatic cross-section of the tunnel float Structure of one embodiment of the invention.
Specific embodiment
It is carried out below with reference to technical effect of the embodiment and attached drawing to design of the invention, specific structure and generation clear
Chu is fully described by, to be completely understood by the purpose of the present invention, feature and effect.Obviously, described embodiment is this hair
Bright a part of the embodiment, rather than whole embodiments, based on the embodiment of the present invention, those skilled in the art are not being paid
Other embodiments obtained, belong to the scope of protection of the invention under the premise of creative work.In addition, being related in patent
All connection/connection relationships, not singly refer to that component directly connects, and refer to can according to specific implementation situation, by addition or
Reduce couple auxiliary, Lai Zucheng more preferably coupling structure.Each technical characteristic in the invention, in not conflicting conflict
Under the premise of can with combination of interactions, referring to Fig.1-13.
Referring in particular to Fig. 1, a kind of shallow earthing subway tunnel pit earthwork excavation anti-floating construction method in hole bottom, including it is below
Construction procedure:
Referring to Fig. 5, step 1: supporting construction 1 is constructed, and carries out supporting construction by 2 design of its support requirement of foundation pit；
In step 1, construction procedure includes:
Step 1-1: advance support construction is carried out by 2 design of its support requirement of foundation pit, is parallel to the two sides foundation pit of the trend of tunnel 3
The bored concrete pile or hole-drilling interlocking pile of diameter 1000mm-1200mm can be used in supporting, and the two sides foundation pit that Vertical tunnel 3 moves towards, which uses, to be divided
Grade slope is excavated；
Step 1-2: implementing water-stop curtain construction by Foundation Pit Support Design requirement, deep using diameter 600mm in 2 surrounding of foundation pit
Layer mixing pile or high-pressure rotary jet grouting pile set water-stop curtain, guarantee water-stagnating effect；
3m must be met apart from tunnel top or side in the two collateral shields and water-stop curtain of Vertical tunnel trend；
Before carrying out advance support construction, according to field condition can Dewatering well and inverted well in advance, excavated in foundation pit 2
In use process, it can be needed to implement to cheat interior precipitation or recharge according to anti-floating.
Step 2: uplift pile 4 is constructed, and lays row's uplift principle respectively on the outside of safeguard protection line；
Referring to Fig. 2, Fig. 6, Fig. 7, Fig. 8, in step 2, full-sleeve full-rotation construction work is taken in the construction of uplift pile 4
Skill specifically includes following construction procedure:
Step 2-1: resistance to plucking, 4 preparations of construction verify buried pipeline situation before the construction of uplift pile 4, smooth construction site,
And ram packing reality；
Step 2-2: the setting-out of stake position carries out setting-out to stake position, and confirms stake top absolute altitude；Two rows of uplift piles 4 are laid in subway
Outside 3 two sides protective wire of tunnel, the distance of protective wire 31 is not less than 3m, and the drilling position of uplift pile 4 need to construct on the outside of protective wire
Process is forbidden to cross the operation of protective wire 31, to prevent from having an impact tunnel 3 in pore forming process；With mortar or concrete to stake
Position carries out reinforcement protection, in case testing in drilling process to stake position；Stake position is carried out to check to ensure that fender pile must not be displaced；
Step 2-3: full circle swinging host is in place, hangs full circle swinging chassis, and center chassis is overlapped with pile center's point, then hangs
Host is mounted on chassis, finally installs counter-force fork；
Step 2-4: steel pile casting is placed in lifting, after host is in place, hangs installation steel sleeve, carries out rotary drilling, and revolution is driven
Casing is pushed while dynamic casing, realizes that casing quickly pierces stratum；
Step 2-5: measurement adjustment verticality, before steel sleeve is crept into, with 2 laser transits in XY both direction or use
Plumb bob adjusts casing verticality；
Step 2-6: steel pile casting drilling takes soil to designed elevation, after correcting casing verticality, with pressing sleeve under full-rotating drill
Pipe；Start to take soil out of casing with punching grab bucket as casing compression distance 3m, grab soil on one side, continues to push casing on one side；According to
Different Strata using punching grab bucket, block stamp, takes mud bucket to be used interchangeably；Remain casing bottom be ahead of excavation face depth it is not small
In 2.5m, cannula tip cannot be below 50cm beyond drilling machine platform；When being bored into rock stratum, Spiral digging machine can be cooperated to construct；Root
According to field geology situation, different drill bits is selected；When rotary drilling rig is crept into, such as rock depth, hole termination depth are confirmed in time and is hung
Muscle length.Moment records in drilling process hydralic pressure gauge torque data in Different Strata, when changing on drop-down propose the casing drop that shakes up
Low-frictional force is lost to prevent casing and drill bit；
Step 2-7: pore-forming inspection, when drilling depth reaches design requirement, to hole location, aperture, hole depth and gradient etc.
It is checked, using ultrasonic wave measuring for verticality；
Step 2-8: first time borehole cleaning after pore-forming, fishes for sediment with Spiral digging machine or punching grab bucket in time；Bottom hole sediment thickness is not
Greater than 5cm, after borehole cleaning, clear supervising engineer is reported to check and accept by quality personnel after depth of pore forming and sediment thickness acceptance(check)；
Step 2-9: fabrication of reinforcing cage installation, pile foundation steel bar cage are concentrated in reinforcing bar field and are made；Steel reinforcement cage is every 2m along pile body
Surrounding is evenly arranged 4 chucking lug muscle, and the pile crown reinforcing bar for protruding into cushion cap part is wrapped up using pearl cotton casing, in order to rear
Phase carries out pile crown and cuts；Steel reinforcement cage is transported to scene storage after processing is completed, uses bracket support pad below, is covered above with colour bar cloth；
Connecting sleeve or welded reinforcement cage are used according to on-site actual situations；Steel reinforcement cage installation uses crawler crane, is captured by single machine
Steel reinforcement cage is hung, and is transferred section by section, is fixed on the positioning after the completion of decentralization in aperture, avoids occurring during concrete perfusion floating
Cage phenomenon, it is ensured that steel reinforcement cage is overlapped with hole location center, and hangs muscle length is accurate；The welding of main reinforcement uses single welding, fusion length
10d；The 50% of main reinforcement sum is not to be exceeded in splice in same section, and the spacing of two connectors is not less than 500mm；
Step 2-10: secondary pile hole cleaning, pipe inner wall is smooth, smoother, and internal diameter is consistent, and interface is tight；Conduit diameter uses
30cm carries out examination and spells and pressure testing test before use；Conduit assembling posterior axis deviation is no more than the 0.5% of drilling depth and is not larger than
10cm；1.5 times of pressure testing power position bottom hole hydrostatic pressure；When conduit hangs load hole, rubber ring or Rubber washer are placed straight, tight
It is close, it is ensured that good seal；Sediment thickness is checked again for before pouring underwater concrete；Secondary pile hole cleaning is carried out using gas lift reverse circulation,
Iterative cycles are until bottom hole sediment thickness reaches code requirement；
Step 2-11: pouring underwater concrete checks and pours underwater coagulation immediately after sediment thickness after borehole cleaning, borehole cleaning are qualified
Soil；Pile foundation concrete all uses concrete mixing station centralized mixing, and concrete tank car is transported to scene；By experimenter couple before perfusion
The concrete progress field test shown up, slump, divergence, gassiness figureofmerit have to comply with mix-design requirement；Conduit
Lower mouth is buried in concrete not less than 1m, and 3m is not more than；Underwater gliders guarantee is carried out continuously, and conduit exists in filling process
Buried depth control is between 2-6m in concrete；Underwater concrete pours top surface by design of pile top elevation 1m control is higher by, to protect
Demonstrate,prove the quality of stake top concrete；Before telephone-moving, concrete is measured again and sets depth；
Step 2-12: extracting conduit and steel pile casting, when pouring underwater concrete, by casing merogenesis situation, pulls out when pouring
Conduit, then pull out conduit；Vertical tremor when above mentioning conduit, makes concrete compaction；After underwater gliders, pass through full circle swinging
Drilling machine extracts at a slow speed remaining conduit and steel pile casting, recycling, and is covered stake holes with steel plate, carries out next operation；
In the construction of uplift pile 4, the stake diameter of uplift pile 4, pilespacing, stake is long, the arrangement of reinforcement that enters rock depth and pile body, mixed
Solidifying soil intensity is designed must satisfy the requirement of the anti-floating in excavation of foundation pit tunnel according to live physical condition；Generally, resistance to plucking
The stake diameter 1000mm-1200mm of stake 4, stake spacing are not more than 1.5m；Stake grows into that middle decomposed rock is no less than 3m or decomposed rock is not in a subtle way
Less than 2m.
Referring to Fig. 3, step 3: base, 2 excavation constructions carry out 2 excavation construction of foundation pit by the way of excavation section by section；
Step 3-1: 2 excavation construction of foundation pit prepares；
Step 3-2: 2 digging measure setting-out of foundation pit；
Step 3-3: section gap excavates the soil body；
Step 3-4: deburring and clear bottom；
3 top foundation pit 2 of tunnel needs section gap to excavate when excavating, and separates excavation pit according to the principle for digging one every one, opens
When digging pit earthwork, every section of excavation length is no more than 8m.
Referring in particular to Fig. 9, Figure 10, in excavation pit, excavated backward according to sequence 1., 2., 3., 4., tunnel upper
It needs section gap to excavate when excavation of foundation pit, according to the principle excavation pit of " digging one every one ", reduces unload produced by soil to greatest extent
Big buoyancy, with guarantee construction period bottom of foundation ditch will not due to top off-load is excessive there is a phenomenon where bottom heaves；The earthwork is opened
The anti-floating plate construction at hole bottom is carried out after digging, immediately to prevent upper load long duration of action from leading to the protuberance of bottom of foundation ditch.To anti-
Kickboard intensity reaches the 80% of design strength, can carry out next section of earth excavation.
Referring to Fig. 4, Fig. 7, Fig. 8, Fig. 9, step 4: anti-floating plate 5 is constructed, and is carried out anti-floating plate 5 by the way of section construction and is applied
Work；
Step 4-1: anti-floating, 5 surveying setting-outs；
Step 4-2: 5 reinforcement fabrication of anti-floating plate installation；
Step 4-3: anti-floating plate 5 is bound；
Step 4-4: 5 concreting of anti-floating plate；
In the construction of anti-floating plate 5, with soil body sequential segment construction reinforced bar agent on crack resistance of concrete kickboard is excavated, anti-floating plate 5 is thick
Degree, width, length, using concrete grade, reinforced steel bar strength view field condition determine；Anti-floating plate 5 uses section construction, is being segmented
When construction, the reserved steel bar lap of splice and anchorage length, carried out at once after excavating the soil body arrangement of anti-floating slab muscle and with it is anti-
4 reserved steel bars are pulled out to be bound and welded；It designs and common considers or by anti-floating in combination with base plate of foundation pit when anti-floating plate 5 designs
Plate is designed as a part of base plate of foundation pit；Generally, anti-floating plate is situ Concrete Slabs, and plate thickness is not less than
1000mm, main reinforcement arrangement of reinforcement are not less than HRB400, and concrete strength is not less than C30.
When anti-floating plate 5 is constructed, pressed with soil body sequential segment construction reinforced bar agent on crack resistance of concrete kickboard is excavated referring in particular to Fig. 7
According to the construction of sequential segment backward of 51,52,53,54 corresponding regions, 51,52,53,54 corresponding regions are what anti-floating plate 5 was constructed
Sequence backward；In section construction, enough lapped length of steel bar and anchorage length are reserved, carries out anti-floating at once after excavating the soil body
The arrangement of slab muscle is simultaneously bound and is welded with the reserved steel bar of uplift pile, and bar splicing area should meet related specifications；Make
Anti-floating plate considers when designing in combination with back-plane design jointly, or is designed anti-floating plate as a part of bottom plate, to save
Engineering spending；After constructing to one section of anti-floating plate, it is same that next section of excavation of foundation pit and the construction of anti-floating plate, step are carried out at once
On, until the construction of all sheet pile float Structures finishes.
The step 3 and step 4 recurrence interval are carried out up to complete design boundary of works area.
Referring in particular to Fig. 5-10, anti-floating construction method is excavated based on the above-mentioned shallow earthing subway tunnel pit earthwork in hole bottom,
Anti-floating constructing structure is excavated the present invention also provides a kind of shallow earthing subway tunnel pit earthwork in hole bottom, including uplift pile 4 and anti-
Kickboard 5, the uplift pile 4 are arranged in rows in 3 two sides of tunnel, two rows of uplift piles 4 be arranged at the safety line 31 of 3 two sides of tunnel with
Outside, the anti-floating plate 5 is cast in the upper end of uplift pile 4 and across two rows of uplift pile 4, and anti-floating plate 5 is located at the portion of two rows of uplift piles
Quartile is in 3 top of tunnel.
As an improvement of the above technical solution, the safety line 31 is greater than 3m, the uplift pile at a distance from 3 side wall of tunnel
The stake spacing of 4 stake diameter 1000mm-1200mm, uplift pile 4 are not more than 1.5m, and the stake of uplift pile 4 grows into middle decomposed rock and is no less than
3m or decomposed rock is no less than 2m in a subtle way；
The anti-floating plate 5 is situ Concrete Slabs, and the plate thickness of anti-floating plate 5 is not less than 1000mm, the main reinforcement of anti-floating plate 5
Arrangement of reinforcement is not less than HRB400, and the concrete strength of anti-floating plate 5 is not less than C30, and anti-floating plate 5 is poured in such a way that section gap pours
It builds, the distance of each section of anti-floating plate 5 is 4-8mm.
It as a further improvement of the above technical scheme, further include supporting construction 1, the supporting construction 1 includes being parallel to
The bored concrete pile or hole-drilling interlocking pile of the diameter 1000mm-1200mm of tunnel trend and setting in foundation pit surrounding and use diameter
600mm deep-mixed pile or the water-stop curtain of high-pressure rotary jet grouting pile setting.
In one embodiment, referring in particular to Figure 11-13, it is made of foundation pit east side foundation pit, west side foundation pit, east side foundation pit
Perimeter 300m, area 5581m2,22.65~25.85m of cutting depth, support form be " ground-connecting-wall+inner support (four be abound with+
Part the is five) ".The shallow Foundation Pit bottom in west side is located at about 4m above subway tunnel line, and east side and Dong Keng are close to foundation pit is about
50m, wide about 25m, area about 1302m2, place elevation are about 4.5m, and base pit elevation -2.0m, foundation depth is about 6.5m,
Support form be " bored concrete pile+reinforced concrete angle brace+stirring pile water stopping curtain ", south and north flanks along subway direction using " slope excavate+
Slip casting perforated soil nail ", slope top use cement mixing method sealing.
The project west side foundation pit lower part there are two subway tunnels, tunnel top away from ground about 10m, away from foundation pit bottom 3.2m~
4m.It is right using the peg board soil combined type anti-floating construction technology of the invention patent to prevent tunnel top bottom of foundation ditch from swelling
Subway tunnel carries out anti-floating safeguard protection.
1, supporting construction is made using 1800 rotary digging stake of D1000 in the west side project Xi Keng, and stake 600 single shaft of long 10.4m, D850 stirs
It mixes stake and makees water sealing structure；North side and southern side are excavated using slope, and slope is excavated top and carried out using the uniaxial mixing pile of D850@600
Reinforce sealing, the long 7.5m of stake；East side carries out cell wall pre-reinforcement to east hole ground-connecting-wall using 600 three axes agitating pile of D850@, and stake is long
15.8m。
2, subway protection linear distance subway tunnel sideline is 3m.
3, uplift pile totally 18, are embedded rock pile, and using " a full set of cylinder full circle swinging bored concrete pile " construction technology, sleeve is with proceeding to
Scar.Pile body uses underwater C45 filling concrete；Stake is long to be determined by bearing course at pile end, wherein 16 decomposed rock > in a subtle way
500mm, 2 enter middle weathering lower section > 500mm, a length of 14~32m of stake, and stake diameter is 1.2~1.6m, and spacing 5m, is arranged between stake
On the outside of subway tunnel protective wire, away from protective wire apart from outer average distance 3.6m.
4, it being segmented and carries out when tunnel upper excavation of foundation pit, excavation of foundation pit depth is about 6.5m, every section of excavation length 4m~5m,
Excavation pit is carried out according to the principle of " digging one every three ", excavates gradient 1:1, slope surface hangs steel mesh, and injection C20 concrete 10cm is thick.
5, two tunnel tops are laid with one block of armored concrete anti-floating plate respectively, and confrontation kickboard makees back-plane design, thickness
1000mm, area 950m2, board bottom is away from 3.9~4.2m of subway tunnel top.
6, due to the project east side foundation pit diaphram wall and west side subway tunnel distance it is very close, diaphram wall with
Construct again row's uplift pile between subway tunnel without extra position, thus hole bottom anti-floating Board position to the diaphram wall at this into
Row bar planting is connected, to provide more stable withdrawal resistance with anti-floating plate using diaphram wall body.
It is to be illustrated to preferable implementation of the invention, but the invention is not limited to the implementation above
Example, those skilled in the art can also make various equivalent variations on the premise of without prejudice to spirit of the invention or replace
It changes, these equivalent deformations or replacement are all included in the scope defined by the claims of the present application.
Claims (10)
1. cheating the shallow earthing subway tunnel pit earthwork in bottom excavates anti-floating construction method, it is characterised in that: walked including construction below
It is rapid:
Step 1: support construction carries out supporting construction by Foundation Pit Support Design requirement；
Step 2: resistance to plucking pile driving construction lays row's uplift principle respectively on the outside of safeguard protection line；
Step 3: excavation carries out excavation by the way of excavation section by section；
Step 4: the construction of anti-floating plate carries out anti-floating plate construction by the way of section construction；
The step 3 and step 4 recurrence interval are carried out up to complete design boundary of works area.
2. the shallow earthing subway tunnel pit earthwork in hole bottom according to claim 1 excavates anti-floating construction method, feature exists
In: in support construction, construction procedure includes:
Step 1-1: carrying out advance support construction by Foundation Pit Support Design requirement, and the two sides pattern foundation pit supporting structure for being parallel to tunnel trend can
Using the bored concrete pile or hole-drilling interlocking pile of diameter 1000mm-1200mm, the two sides foundation pit of Vertical tunnel trend is using classification slope
It excavates；
Step 1-2: implementing water-stop curtain construction by Foundation Pit Support Design requirement, is stirred in foundation pit surrounding using diameter 600mm deep layer
It mixes stake or high-pressure rotary jet grouting pile sets water-stop curtain；
3m must be met apart from tunnel top or side in the two collateral shields and water-stop curtain of Vertical tunnel trend；
Before carrying out advance support construction, according to field condition can Dewatering well and inverted well in advance, in excavation of foundation pit and make
With in the process, implementation can be needed to cheat interior precipitation or recharge according to anti-floating.
3. the shallow earthing subway tunnel pit earthwork in hole bottom according to claim 1 excavates anti-floating construction method, feature exists
In: the resistance to plucking pile driving construction takes full-sleeve full-rotation construction technology, including construction procedure:
Step 2-1: uplift pile preparation of construction verifies buried pipeline situation, smooth construction site, and ram before resistance to plucking pile driving construction
Packing is real；
Step 2-2: the setting-out of stake position carries out setting-out to stake position, and confirms stake top absolute altitude；
Step 2-3: full circle swinging host is in place, hangs full circle swinging chassis, and center chassis is overlapped with pile center's point, then hangs master
Machine is mounted on chassis, finally installs counter-force fork；
Step 2-4: steel pile casting is placed in lifting, after host is in place, is hung installation steel sleeve, is carried out rotary drilling, revolution driving set
Casing is pushed while pipe, realizes that casing quickly pierces stratum；
Step 2-5: measurement adjustment verticality before steel sleeve is crept into, in XY both direction or uses plumb bob with 2 laser transits
Adjust casing verticality；
Step 2-6: steel pile casting drilling takes soil to designed elevation, after correcting casing verticality, pushes casing with full-rotating drill；
Step 2-7: pore-forming inspection carries out hole location, aperture, hole depth and gradient etc. when drilling depth reaches design requirement
It checks, using ultrasonic wave measuring for verticality；
Step 2-8: first time borehole cleaning after pore-forming, fishes for sediment with Spiral digging machine or punching grab bucket in time；
Step 2-9: fabrication of reinforcing cage installation, pile foundation steel bar cage are concentrated in reinforcing bar field and are made；
Step 2-10: secondary pile hole cleaning, pipe inner wall is smooth, smoother, and internal diameter is consistent, and interface is tight；
Step 2-11: pouring underwater concrete checks and pours underwater concrete immediately after sediment thickness after borehole cleaning, borehole cleaning are qualified；
Step 2-12: extracting conduit and steel pile casting, and when pouring underwater concrete, by casing merogenesis situation, conduit is pulled out when pouring,
Conduit is pulled out again.
4. the shallow earthing subway tunnel pit earthwork in hole bottom according to claim 3 excavates anti-floating construction method, feature exists
In:
In step 2-2, two rows of uplift piles are laid in outside the protective wire of subway tunnel two sides, and the distance of protective wire is not less than 3m, are resisted
The drilling position of pile pulling need to be on the outside of protective wire, and work progress is forbidden to cross protective wire operation, right in pore forming process to prevent
Tunnel has an impact；Reinforcement protection is carried out to stake position with mortar or concrete, in case testing in drilling process to stake position；It is right
Stake position carries out checking to ensure that fender pile must not be displaced；
In step 2-6, starts to take soil out of casing with punching grab bucket as casing compression distance 3m, grab soil on one side, continue on one side
Push casing；According to Different Strata, using punching grab bucket, block stamp, mud bucket is taken to be used interchangeably；Remain that casing bottom is ahead of excavation
The depth in face is not less than 2.5m, and cannula tip cannot be below 50cm beyond drilling machine platform；When being bored into rock stratum, Spiral digging machine can be cooperated
It constructs；According to field geology situation, different drill bits is selected；When rotary drilling rig is crept into, confirmation such as rock depth in time, whole hole
Depth and hangs muscle length；Record in drilling process hydralic pressure gauge torque data in Different Strata, when changing on drop-down mention and shaking up
Casing reduces frictional force, is lost to prevent casing and drill bit；
In step 2-8, bottom hole sediment thickness is not more than 5cm, after borehole cleaning, after depth of pore forming and sediment thickness acceptance(check)
Clear supervising engineer is reported to check and accept by quality personnel；
In step 2-9, steel reinforcement cage is evenly arranged 4 chucking lug muscle along pile body surrounding every 2m, protrudes into the pile crown of cushion cap part
Reinforcing bar is wrapped up using pearl cotton casing, is cut in order to which the later period carries out pile crown；Steel reinforcement cage is transported to scene after processing is completed and deposits
It puts, uses bracket support pad below, covered above with colour bar cloth；Connecting sleeve or welded reinforcement are used according to on-site actual situations
Cage；Steel reinforcement cage installation uses crawler crane, is captured by single machine and hangs steel reinforcement cage, and transferred section by section, carries out after the completion of decentralization in aperture
Positioning is fixed, and avoids that floating cage phenomenon occurs during concrete perfusion, it is ensured that steel reinforcement cage is overlapped with hole location center, hangs muscle length
Accurately；The welding of main reinforcement uses single welding, fusion length 10d；Main reinforcement sum is not to be exceeded in splice in same section
50%, the spacing of two connectors is not less than 500mm；
In step 2-10, conduit diameter uses 30cm, and examination is carried out before use and is spelled and pressure testing test；Conduit assembles posterior axis deviation
No more than 0.5% not larger than 10cm of drilling depth；1.5 times of pressure testing power position bottom hole hydrostatic pressure；When conduit hangs load hole,
Rubber ring or Rubber washer are placed straight, tight, it is ensured that good seal；Sediment thickness is checked again for before pouring underwater concrete；
Secondary pile hole cleaning is carried out using gas lift reverse circulation, iterative cycles are until bottom hole sediment thickness reaches code requirement；
In step 2-11, pile foundation concrete all uses concrete mixing station centralized mixing, and concrete tank car is transported to scene；Before perfusion
Concrete progress field test by experimenter to showing up, slump, divergence, gassiness figureofmerit have to comply with match ratio and set
Meter requires；Mouth is buried in concrete not less than 1m under conduit, is not more than 3m；Underwater gliders guarantee is carried out continuously, and is perfused
Conduit is in buried depth control in concrete between 2-6m in the process；Underwater concrete pours top surface by being higher by design of pile top elevation
1m control, to guarantee the quality of stake top concrete；Before telephone-moving, concrete is measured again and sets depth；
In step 2-12, vertical tremor when above mentioning conduit makes concrete compaction；After underwater gliders, by complete
Slewing drilling machine extracts at a slow speed remaining conduit and steel pile casting, recycling, and is covered stake holes with steel plate, carries out next operation.
5. the shallow earthing subway tunnel pit earthwork in hole bottom according to claim 4 excavates anti-floating construction method, feature exists
In: in the construction of uplift pile, the stake diameter of uplift pile, pilespacing, stake is long, the arrangement of reinforcement, the concrete strength that enter rock depth and pile body
It is designed according to live physical condition must satisfy the requirement of the anti-floating in excavation of foundation pit tunnel；The stake diameter 1000mm- of uplift pile
1200mm, stake spacing are not more than 1.5m；Stake grows into that middle decomposed rock is no less than 3m or decomposed rock is no less than 2m in a subtle way.
6. the shallow earthing subway tunnel pit earthwork in hole bottom according to claim 1 excavates anti-floating construction method, feature exists
In: the excavation includes construction procedure below: step 3-1: excavation prepares；
Step 3-2: excavation of foundation pit surveying and locating；
Step 3-3: section gap excavates the soil body；
Step 3-4: deburring and clear bottom；
It needs section gap to excavate when tunnel upper excavation of foundation pit, separates excavation pit, excavation pit according to the principle for digging one every one
When the earthwork, every section of excavation length is no more than 8m.
7. the shallow earthing subway tunnel pit earthwork in hole bottom according to claim 1 excavates anti-floating construction method, feature exists
In: the anti-floating plate construction includes construction procedure below: step 4-1: anti-floating plate surveying setting-out；
Step 4-2: anti-floating slab muscle fabrication and installation；
Step 4-3: anti-floating plate binding；
Step 4-4: anti-floating board concrete pours；
In the anti-floating plate construction, with excavation soil body sequential segment construction reinforced bar agent on crack resistance of concrete kickboard, anti-floating plate thickness, width
Degree, length are determined using concrete grade, reinforced steel bar strength view field condition；Anti-floating plate uses section construction, in section construction
When, the reserved steel bar lap of splice and anchorage length carry out the arrangement of anti-floating slab muscle and and uplift pile at once after excavating the soil body
Reserved steel bar bound and welded；When anti-floating plate designs in combination with base plate of foundation pit design it is common consider or using anti-floating plate as
A part of base plate of foundation pit is designed；Anti-floating plate is situ Concrete Slabs, and plate thickness is not less than 1000mm, and main reinforcement arrangement of reinforcement is not
Less than HRB400, concrete strength is not less than C30.
8. cheating the shallow earthing subway tunnel pit earthwork in bottom excavates anti-floating constructing structure, it is characterised in that: including uplift pile and anti-floating
Plate, the uplift pile are arranged in rows in tunnel two sides, and two rows of uplift piles are arranged at other than the safety line of tunnel two sides, described anti-
Kickboard is cast in the upper end of uplift pile and across two rows of uplift pile, and the part that anti-floating plate is located at two rows of uplift piles is located on tunnel
Portion.
9. the shallow earthing subway tunnel pit earthwork in hole bottom according to claim 8 excavates anti-floating constructing structure, feature exists
In: the safety line is greater than 3m, the stake diameter 1000mm-1200mm of the uplift pile, the stake of uplift pile at a distance from tunnel-side
Spacing is not more than 1.5m, and the stake of uplift pile grows into that middle decomposed rock is no less than 3m or decomposed rock is no less than 2m in a subtle way；
The anti-floating plate is situ Concrete Slabs, and the plate thickness of anti-floating plate is not less than 1000mm, and the main reinforcement arrangement of reinforcement of anti-floating plate is not
Less than HRB400, the concrete strength of anti-floating plate is not less than C30, and anti-floating plate is poured in such a way that section gap pours, each
The distance of section anti-floating plate is 4-8mm.
10. the shallow earthing subway tunnel pit earthwork in hole bottom according to claim 8 excavates anti-floating constructing structure, feature exists
In: further include supporting construction, the supporting construction include be parallel to tunnel trend diameter 1000mm-1200mm bored concrete pile or
Hole-drilling interlocking pile and the sealing curtain that foundation pit surrounding is set and is arranged using diameter 600mm deep-mixed pile or high-pressure rotary jet grouting pile
Curtain.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201910407566.9A CN110080237A (en) | 2019-05-16 | 2019-05-16 | It cheats the shallow earthing subway tunnel pit earthwork in bottom and excavates anti-floating construction method and structure |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201910407566.9A CN110080237A (en) | 2019-05-16 | 2019-05-16 | It cheats the shallow earthing subway tunnel pit earthwork in bottom and excavates anti-floating construction method and structure |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN110080237A true CN110080237A (en) | 2019-08-02 |
Family
ID=67420432
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201910407566.9A Pending CN110080237A (en) | 2019-05-16 | 2019-05-16 | It cheats the shallow earthing subway tunnel pit earthwork in bottom and excavates anti-floating construction method and structure |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN110080237A (en) |
Cited By (14)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110397044A (en) * | 2019-07-22 | 2019-11-01 | 中铁第四勘察设计院集团有限公司 | The prominent foundation ditch construction method and foundation pit structure gushed of anti-artesian water |
| CN110593267A (en) * | 2019-09-18 | 2019-12-20 | 中国建筑第八工程局有限公司 | Construction method of foundation pit above tunnel |
| CN111305282A (en) * | 2020-04-06 | 2020-06-19 | 福建工程学院 | Subway station anti-floating system in weak water-rich stratum and construction method thereof |
| CN111395347A (en) * | 2020-02-21 | 2020-07-10 | 湖南大学 | Method for controlling upward floating of existing tunnel striding on foundation pit by adopting prestressed uplift pile |
| CN111622209A (en) * | 2020-05-27 | 2020-09-04 | 中国一冶集团有限公司 | Composite roadbed drainage pipe network anti-floating structure |
| CN112664203A (en) * | 2020-12-25 | 2021-04-16 | 北京市政路桥股份有限公司 | Reinforcing system for controlling deformation of shield tunnel by dredging river above shield tunnel and construction method |
| CN113186989A (en) * | 2021-04-20 | 2021-07-30 | 广州地铁设计研究院股份有限公司 | Anti-floating construction method for tunnel |
| CN113235341A (en) * | 2021-05-31 | 2021-08-10 | 中铁第六勘察设计院集团有限公司 | Construction method for adding high-speed railway subgrade to existing high-speed railway in parallel |
| CN114457850A (en) * | 2022-03-11 | 2022-05-10 | 浙江交工集团股份有限公司 | Construction method of anti-floating system for crossing existing subway intersection section on open trench tunnel |
| CN114482071A (en) * | 2022-02-28 | 2022-05-13 | 中国建筑第五工程局有限公司 | Device for improving rock-socketed depth of large-diameter cast-in-place pile |
| CN115419074A (en) * | 2022-09-28 | 2022-12-02 | 中建八局第三建设有限公司 | Crawler-type earth-conveying and excavating method for ultra-deep foundation pit |
| CN115467339A (en) * | 2022-09-17 | 2022-12-13 | 中建五局土木工程有限公司 | Construction method of abutment foundation of river under soft soil condition of near tunnel shallow covering layer |
| CN116657675A (en) * | 2023-07-31 | 2023-08-29 | 中国建筑第六工程局有限公司 | Construction method for anti-floating reinforcement of thin bottom plate of subway station foundation pit in high water level area |
| CN117211289A (en) * | 2023-11-08 | 2023-12-12 | 中国建筑第六工程局有限公司 | Construction method of multiple systems of foundation in complex environment |
Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN1641114A (en) * | 2004-01-17 | 2005-07-20 | 上海市城市建设设计研究院 | Method for constructing deep-large foundation pit over operating tunnel an ddeformation-preventing strucutre |
| CN205742299U (en) * | 2016-06-15 | 2016-11-30 | 中国电建集团铁路建设有限公司 | A kind of an ultra shallow buries the float Structure of shield tunnel |
| CN207003499U (en) * | 2017-07-25 | 2018-02-13 | 广州大学 | A kind of anti-floating lifting device of underground tunnel upper excavation of foundation pit |
| CN108005129A (en) * | 2017-09-28 | 2018-05-08 | 中国矿业大学(北京) | A kind of safeguard structure system and method for controlling tunnel vertical deformation |
| CN108978645A (en) * | 2018-08-21 | 2018-12-11 | 中铁九局集团第四工程有限公司 | Rich water sandy gravel shallow embedding riverbed uplift pile anti-floating plate reinforced construction method is worn under shield |
| CN210263062U (en) * | 2019-05-16 | 2020-04-07 | 深圳市工勘岩土集团有限公司 | Anti construction structures that floats of shallow earthing subway tunnel foundation ditch earthwork excavation in pit bottom |
-
2019
- 2019-05-16 CN CN201910407566.9A patent/CN110080237A/en active Pending
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN1641114A (en) * | 2004-01-17 | 2005-07-20 | 上海市城市建设设计研究院 | Method for constructing deep-large foundation pit over operating tunnel an ddeformation-preventing strucutre |
| CN205742299U (en) * | 2016-06-15 | 2016-11-30 | 中国电建集团铁路建设有限公司 | A kind of an ultra shallow buries the float Structure of shield tunnel |
| CN207003499U (en) * | 2017-07-25 | 2018-02-13 | 广州大学 | A kind of anti-floating lifting device of underground tunnel upper excavation of foundation pit |
| CN108005129A (en) * | 2017-09-28 | 2018-05-08 | 中国矿业大学(北京) | A kind of safeguard structure system and method for controlling tunnel vertical deformation |
| CN108978645A (en) * | 2018-08-21 | 2018-12-11 | 中铁九局集团第四工程有限公司 | Rich water sandy gravel shallow embedding riverbed uplift pile anti-floating plate reinforced construction method is worn under shield |
| CN210263062U (en) * | 2019-05-16 | 2020-04-07 | 深圳市工勘岩土集团有限公司 | Anti construction structures that floats of shallow earthing subway tunnel foundation ditch earthwork excavation in pit bottom |
Non-Patent Citations (1)
| Title |
|---|
| 赵炜等: "上跨盾构隧道近距离基坑施工技术", 河南科技, no. 6, pages 60 - 61 * |
Cited By (16)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110397044A (en) * | 2019-07-22 | 2019-11-01 | 中铁第四勘察设计院集团有限公司 | The prominent foundation ditch construction method and foundation pit structure gushed of anti-artesian water |
| CN110593267A (en) * | 2019-09-18 | 2019-12-20 | 中国建筑第八工程局有限公司 | Construction method of foundation pit above tunnel |
| CN111395347A (en) * | 2020-02-21 | 2020-07-10 | 湖南大学 | Method for controlling upward floating of existing tunnel striding on foundation pit by adopting prestressed uplift pile |
| CN111305282A (en) * | 2020-04-06 | 2020-06-19 | 福建工程学院 | Subway station anti-floating system in weak water-rich stratum and construction method thereof |
| CN111622209A (en) * | 2020-05-27 | 2020-09-04 | 中国一冶集团有限公司 | Composite roadbed drainage pipe network anti-floating structure |
| CN112664203A (en) * | 2020-12-25 | 2021-04-16 | 北京市政路桥股份有限公司 | Reinforcing system for controlling deformation of shield tunnel by dredging river above shield tunnel and construction method |
| CN113186989A (en) * | 2021-04-20 | 2021-07-30 | 广州地铁设计研究院股份有限公司 | Anti-floating construction method for tunnel |
| CN113235341A (en) * | 2021-05-31 | 2021-08-10 | 中铁第六勘察设计院集团有限公司 | Construction method for adding high-speed railway subgrade to existing high-speed railway in parallel |
| CN114482071A (en) * | 2022-02-28 | 2022-05-13 | 中国建筑第五工程局有限公司 | Device for improving rock-socketed depth of large-diameter cast-in-place pile |
| CN114457850A (en) * | 2022-03-11 | 2022-05-10 | 浙江交工集团股份有限公司 | Construction method of anti-floating system for crossing existing subway intersection section on open trench tunnel |
| CN115467339A (en) * | 2022-09-17 | 2022-12-13 | 中建五局土木工程有限公司 | Construction method of abutment foundation of river under soft soil condition of near tunnel shallow covering layer |
| CN115419074A (en) * | 2022-09-28 | 2022-12-02 | 中建八局第三建设有限公司 | Crawler-type earth-conveying and excavating method for ultra-deep foundation pit |
| CN115419074B (en) * | 2022-09-28 | 2023-09-08 | 中建八局第三建设有限公司 | Crawler-type soil conveying and excavating method for ultra-deep foundation pit |
| CN116657675A (en) * | 2023-07-31 | 2023-08-29 | 中国建筑第六工程局有限公司 | Construction method for anti-floating reinforcement of thin bottom plate of subway station foundation pit in high water level area |
| CN116657675B (en) * | 2023-07-31 | 2023-11-14 | 中国建筑第六工程局有限公司 | Construction method for anti-floating reinforcement of thin bottom plate of subway station foundation pit in high water level area |
| CN117211289A (en) * | 2023-11-08 | 2023-12-12 | 中国建筑第六工程局有限公司 | Construction method of multiple systems of foundation in complex environment |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN110080237A (en) | It cheats the shallow earthing subway tunnel pit earthwork in bottom and excavates anti-floating construction method and structure | |
| CN102606162B (en) | Quick construction method for weak surrounding rock shallowly-buried easily-collapsed area of tunnel | |
| CN104612162B (en) | A kind of Deep Foundation Pit of Metro Stations excavation construction method | |
| CN100464055C (en) | Construction method of shallow buried underground excavating tunnel super large section using PBA method | |
| CN106759473B (en) | The constructing structure and its construction method of underground pipe gallery and road | |
| CN110821503B (en) | Construction method for main body of ultra-deep shield section air shaft after tunnel advance | |
| CN102322064A (en) | Construction method for underground diaphragm wall of deep foundation pit for subway station in collapsible loess areas | |
| CN108797598A (en) | The construction technology of pre-loaded support struts in a kind of deep basal pit | |
| CN103031839B (en) | Construction method of hand-dug piles | |
| CN204491626U (en) | The foundation pit enclosure structure that Larsen steel sheet pile and prestressed anchor combine | |
| CN105951711A (en) | Enclosing construction method of underground continuous wall of seashore power station | |
| CN106930321B (en) | The construction method of underground structure is built in a kind of stake of pipe-jacking with large diameter combination hole | |
| CN102943466A (en) | Construction method for miniature steel pipe concrete pile to penetrate through roadbed layer for reinforcing soft foundation construction | |
| CN107447778A (en) | The heightening and consolidation structure and method of a kind of in-service reinforced concrete retaining wall | |
| CN109538246A (en) | Ledge method tunneling subway station arch springing ruggedized construction and construction method | |
| CN106049195A (en) | Method for strengthening subgrade basement of existing high speed railway line | |
| CN110512593A (en) | Reclaimation area ultra-deep ground-connecting-wall structure and its construction method | |
| CN110359540A (en) | A kind of shallow earthing Large Diameter Pipeline high water level wears the artificial jacking construction engineering method of existing road | |
| CN109113746A (en) | The construction method of shield inspection-pit | |
| CN107489164A (en) | The heightening and consolidation structure and method of a kind of in-service reinforced concrete retaining wall | |
| CN110424460A (en) | A kind of tunnel open excavation construction technology | |
| CN108571000A (en) | The construction method of underground water cutting when wearing existing railway under a kind of road of location along the river | |
| CN104695458A (en) | Construction method of deep stirring and jet grouting compound pile waterproof curtain | |
| CN210263062U (en) | Anti construction structures that floats of shallow earthing subway tunnel foundation ditch earthwork excavation in pit bottom | |
| CN102235007B (en) | Method for supporting deep foundation with upper nail-lower pile combination |
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 |