CN108951612A - A kind of subway tunnel shield end reinforcement means - Google Patents
A kind of subway tunnel shield end reinforcement means Download PDFInfo
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- CN108951612A CN108951612A CN201810800485.0A CN201810800485A CN108951612A CN 108951612 A CN108951612 A CN 108951612A CN 201810800485 A CN201810800485 A CN 201810800485A CN 108951612 A CN108951612 A CN 108951612A
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- 230000002787 reinforcement Effects 0.000 title claims abstract description 42
- 238000010276 construction Methods 0.000 claims abstract description 28
- 230000003014 reinforcing effect Effects 0.000 claims abstract description 24
- 239000002689 soil Substances 0.000 claims abstract description 21
- 238000005553 drilling Methods 0.000 claims description 58
- 239000002002 slurry Substances 0.000 claims description 29
- 238000007569 slipcasting Methods 0.000 claims description 28
- 238000002347 injection Methods 0.000 claims description 20
- 239000007924 injection Substances 0.000 claims description 20
- 238000000034 method Methods 0.000 claims description 20
- 239000011257 shell material Substances 0.000 claims description 17
- 239000011440 grout Substances 0.000 claims description 16
- 238000005507 spraying Methods 0.000 claims description 16
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 16
- 239000004568 cement Substances 0.000 claims description 13
- 239000007921 spray Substances 0.000 claims description 12
- 239000007787 solid Substances 0.000 claims description 11
- 241001074085 Scophthalmus aquosus Species 0.000 claims description 6
- 239000004927 clay Substances 0.000 claims description 6
- 238000004140 cleaning Methods 0.000 claims description 6
- 238000001514 detection method Methods 0.000 claims description 6
- 238000009434 installation Methods 0.000 claims description 6
- 238000012360 testing method Methods 0.000 claims description 5
- 229910000831 Steel Inorganic materials 0.000 claims description 4
- 239000008267 milk Substances 0.000 claims description 4
- 210000004080 milk Anatomy 0.000 claims description 4
- 235000013336 milk Nutrition 0.000 claims description 4
- 239000003973 paint Substances 0.000 claims description 4
- 239000004033 plastic Substances 0.000 claims description 4
- 239000011435 rock Substances 0.000 claims description 4
- 239000004576 sand Substances 0.000 claims description 4
- 239000010959 steel Substances 0.000 claims description 4
- 208000005189 Embolism Diseases 0.000 claims description 3
- 239000011398 Portland cement Substances 0.000 claims description 3
- 239000000956 alloy Substances 0.000 claims description 3
- 229910045601 alloy Inorganic materials 0.000 claims description 3
- 230000000903 blocking effect Effects 0.000 claims description 3
- 239000004744 fabric Substances 0.000 claims description 3
- 230000005484 gravity Effects 0.000 claims description 3
- 238000007373 indentation Methods 0.000 claims description 3
- 239000007788 liquid Substances 0.000 claims description 3
- 238000009527 percussion Methods 0.000 claims description 3
- 238000000926 separation method Methods 0.000 claims description 3
- 238000005728 strengthening Methods 0.000 claims description 3
- 239000000463 material Substances 0.000 claims 1
- 238000004062 sedimentation Methods 0.000 abstract description 12
- 238000007789 sealing Methods 0.000 abstract description 5
- 238000007596 consolidation process Methods 0.000 abstract description 4
- 230000008595 infiltration Effects 0.000 abstract description 4
- 238000001764 infiltration Methods 0.000 abstract description 4
- 230000006641 stabilisation Effects 0.000 abstract description 3
- 238000011105 stabilization Methods 0.000 abstract description 3
- 238000012544 monitoring process Methods 0.000 description 5
- 238000010586 diagram Methods 0.000 description 4
- 238000013461 design Methods 0.000 description 3
- 238000003780 insertion Methods 0.000 description 3
- 230000037431 insertion Effects 0.000 description 3
- 238000007689 inspection Methods 0.000 description 3
- 239000004567 concrete Substances 0.000 description 2
- UXVMQQNJUSDDNG-UHFFFAOYSA-L Calcium chloride Chemical compound [Cl-].[Cl-].[Ca+2] UXVMQQNJUSDDNG-UHFFFAOYSA-L 0.000 description 1
- 206010020852 Hypertonia Diseases 0.000 description 1
- 239000000853 adhesive Substances 0.000 description 1
- 230000001070 adhesive effect Effects 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000009835 boiling Methods 0.000 description 1
- 229910001628 calcium chloride Inorganic materials 0.000 description 1
- 239000001110 calcium chloride Substances 0.000 description 1
- 230000006835 compression Effects 0.000 description 1
- 238000007906 compression Methods 0.000 description 1
- 230000007812 deficiency Effects 0.000 description 1
- 239000003822 epoxy resin Substances 0.000 description 1
- 238000011010 flushing procedure Methods 0.000 description 1
- 238000009963 fulling Methods 0.000 description 1
- 230000008676 import Effects 0.000 description 1
- 238000005259 measurement Methods 0.000 description 1
- 229910052751 metal Inorganic materials 0.000 description 1
- 239000002184 metal Substances 0.000 description 1
- 239000004570 mortar (masonry) Substances 0.000 description 1
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- 229920000647 polyepoxide Polymers 0.000 description 1
- 235000019353 potassium silicate Nutrition 0.000 description 1
- NTHWMYGWWRZVTN-UHFFFAOYSA-N sodium silicate Chemical compound [Na+].[Na+].[O-][Si]([O-])=O NTHWMYGWWRZVTN-UHFFFAOYSA-N 0.000 description 1
- 238000007711 solidification Methods 0.000 description 1
- 230000008023 solidification Effects 0.000 description 1
Classifications
-
- 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
- E02D5/24—Prefabricated piles
- E02D5/32—Prefabricated piles with arrangements for setting or assisting in setting in position by fluid jets
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D15/00—Handling building or like materials for hydraulic engineering or foundations
- E02D15/02—Handling of bulk concrete specially for foundation or hydraulic engineering purposes
- E02D15/04—Placing concrete in mould-pipes, pile tubes, bore-holes or narrow shafts
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D7/00—Methods or apparatus for placing sheet pile bulkheads, piles, mouldpipes, or other moulds
- E02D7/24—Placing by using fluid jets
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/06—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining
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- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- General Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- Environmental & Geological Engineering (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
Abstract
The invention discloses a kind of subway tunnel shield end reinforcement means, it is reinforced including shield end, feed pipe is reinforced and bridge pier is reinforced, the shield end reinforcement means is reinforced using the high-pressure rotary jet grouting pile of 800@600 of φ, and the feed pipe is reinforced and bridge pier reinforcing is all made of mini-valve tube reinforcing；Using reinforcement means provided by the invention, so that the soil body has good uniformity, independence, sealing after reinforcing, soil mass consolidation unconfined compressive strength is not less than 1Mpa, and infiltration coefficient is less than 1.0 × 10‑5Cm/s, ground is without larger protuberance or sedimentation after soil stabilization, and the construction period is short, it is ensured that the safety of subsequent construction.
Description
Technical field
The present invention relates to a kind of subway tunnel shield end reinforcement means.
Background technique
The superiority that underground railway traffic is used to solve urban transport problems is fairly obvious, and subway construction is in the whole nation in recent years
Spread overwide areas in range, shield is widely used as the intelligent construction machinery of constructing tunnel in subway construction engineering.Shield
In structure construction process, shield originate and reception be easy to happen earth's surface deformation it is excessive collapse etc. accidents, especially end add
When solid fails to reach design requirement or reinforce failure, safety accident easily occurs.
For shield machine in export & import, working face will be in open state, and this open state is by last longer.If
It deals with improperly, underground water gushes sand, water burst etc. and will enter active well, portal can be caused to cave under serious conditions.Therefore end adds
Gu work seems particularly important in shield-tunneling construction.
Jiang-Han Area way station~pansophy way station section pansophy terminal head under earth's surface 1.7m there are a diameter 1.4m running water pipe,
Shield end reinforcing area is crossed, this region reinforcement difficulty is larger, such as deals with improperly, then shield launching has very big difficulty；?
There are Line 1 light rail pier footing at shield end 15m, wherein the right line of pier footing pile foundations shield is recently
3.4m, left line 1m, the long 52m of pile foundation of bridge pier plinth stake are embedded in decomposed rock, and difficulty of construction is larger.
Therefore it provides a kind of suitable reinforcement means and range are very necessary to ensure construction safety.
Summary of the invention
In view of the above-mentioned deficiencies in the prior art, the technical problem to be solved by the present invention is that providing a kind of subway tunnel
Shield end reinforcement means, so that the soil body has good uniformity, independence, sealing after reinforcing, soil mass consolidation is without lateral confinement
Compression strength is not less than 1Mpa, and infiltration coefficient is less than 1.0 × 10-5cm/s。
To achieve the above object, the invention provides the following technical scheme:
A kind of subway tunnel shield end reinforcement means, including shield end is reinforced, feed pipe is reinforced and bridge pier is reinforced, the shield
Structure end reinforcement means is divided into starting well and reinforces and received well reinforcing；The starting well reinforcement means is using 800@'s 600 of φ
High-pressure rotary jet grouting pile is reinforced, and is reinforced area edge construction 1000mm ground-connecting-wall and is reinforced for closed end；Received well reinforcement means is to adopt
With the high-pressure rotary jet grouting pile of 800@600 of φ, wherein strengthening length is 9m, and width is that shield hole circle extends 3m, and depth bounds are hole circle
Upward 3m, downward 3m force solid, the weak reinforcing of regional scope；
The feed pipe is reinforced and bridge pier reinforcing is all made of mini-valve tube reinforcing；The feed pipe reinforcement means is outside pipeline two sides
50cm is outer to construct row's mini-valve tube every 50cm, totally three rows, and mini-valve tube lateral separation is 60cm, wherein most outlet tilt angle is
61 degree, two rows construction angle in inside is 81 degree；The bridge pier consolidating method is to be reinforced using two rows of mini-valve tubes, and reinforcement depth is stake
Depth 52m, constructs on the outside of cushion cap, and construction angle is 90.8 degree.
A kind of above-mentioned subway tunnel shield end reinforcement means, wherein the high-pressure rotary jet grouting pile reinforce include measuring stake position,
Pilot hole brill, borehole cleaning, moves and bores, is inserted into high jet pipe, high spray operation, recharge and resettlement drilling and forming hole；
Carry out pilot hole brill when, should to stake machine is leveled, centering, adjust stake machine verticality, guarantee drilling rod should be with stake position one
It causes, deviation should be within 10mm, and borehole perpendicularity error is less than 0.3%；Air compressor machine, slush pump should be debugged before drilling, transport equipment
Become a full member often；Run of steel is verified, and marks depth line by boring tower with red paint, guarantees that bottom hole absolute altitude meets projected depth；
When carrying out drilling and forming hole step, examination spray should be carried out on ground first, after drilling machine test running is normal, start pilot hole and bore
Into；Pilot hole uses mud off, to have recorded drilling rod joint number in detail in boring procedure, guarantee the accurate of drilling depth；
When being inserted into high jet pipe, to prevent silt blocking nozzle, to be intubated in jetting, hydraulic pressure must not exceed 1Mpa, in order to avoid pressure
It is excessively high, hole wall is shot through, hydraulic spray is wrapped up with plastic cloth, is entered in pipe to prevent soil；
When carrying out high spray operation, after high jet pipe is inserted into projected depth, slush pump is connected, then whirl spraying from bottom to top simultaneously will
Mud cleaning discharge, when injection, gradually promotes high jet pipe after should first reaching scheduled injection pressure, whitewashing, to prevent twisting off height again
Jet pipe；When nozzle sinks to projected depth, rotate 10 seconds or so in the original location, whirl spraying mentions again after aperture grout is normal
It rises, in whirl spraying lifting process, whirl spraying parameter can be adjusted according to different soil layers.
Above-mentioned a kind of subway tunnel shield end reinforcement means, wherein it includes measuring hole location, drilling that the mini-valve tube, which is reinforced,
Pore-forming to projected depth, injection sleeve shell material, tripping in mini-valve tube, installation grout stop, the solid pipe of injection stop slurry, to solidifying, tripping in core pipe,
Open loop slip casting, rinses mini-valve tube at sectional intermittent slip casting；
When carrying out drilling and forming hole to projected depth step, surface grout injection selects anchor cable rig, is bored for compared with Soft Soil Layer using alloy
Has rotary drilling method pore-forming；Pneumatic down hole hammer percussion drilling is used for hard stratum and broken rock；
When injecting sleeve shell material, sleeve shell material is pumped to bottom hole by drilling rod, sleeve shell material to aperture is perfused from bottom to top and overflows symbol
Until closing the virgin pulp liquid that concentration requires；
When tripping in mini-valve tube, clear water is added into pipe in time, overcomes hole internal buoyancy, smooth tripping in bottom hole；
Carry out installation grout stop, injection is managed admittedly when stopping slurry stage, the annular gap between the outer floral tube and hole wall of mini-valve tube
Locate tripping in Grouting Pipe, the solid pipe of 2 metre hole section indentation stops slurry on aperture top, until only underflow is returned in aperture；
It when tripping in core pipe, open loop slip casting, is in the milk using double embolism core pipes, carries out slip casting, every round from bottom to top from bottom hole
Eye is used as a grout compartment, segment length 0.4m；Injection slurry uses P.O42.5 ordinary portland cement, when slip casting by first thin pulp is poured into after
The principle for pouring into underflow gradually adjusts the ratio of mud, open loop pressure 0.35mpa, and grouting pressure is controlled in 0.6-0.8MPa, and by
It is gradually reduced on down, necessary one hole of tripping carries out slip casting every time, to prevent to alter slurry phenomenon.
A kind of above-mentioned subway tunnel shield end reinforcement means, wherein station part drilling diameter when the drilling and forming hole
100mm, section footing drilling diameter 120mm；Borehole perpendicularity is less than 1.0%, and hole location deviation is less than 50 millimeters；When drilling
Using high-quality thin mud retaining wall, when layer of sand is thicker, collapse hole in hole when, with φ 108mm casing guard aperture.
Above-mentioned a kind of subway tunnel shield end reinforcement means, wherein the sleeve shell material uses clay and cement, matches
Be cement than range: clay: water=1:1.5:1.88, slurry specific gravity are about 1.5, funnel viscosity 24-26s.
A kind of above-mentioned subway tunnel shield end reinforcement means, wherein the solid pipe stops slurry and uses Fast Setting Cement Slurry,
Middle mass ratio is water: cement=1:1.5.
A kind of above-mentioned subway tunnel shield end reinforcement means, wherein the intermittent time control of sectional intermittent slip casting 10 ~
Within 30min.
The beneficial effects of the present invention are embodied in: reinforcement means provided by the invention is used, so that the soil body is with good after reinforcing
Good uniformity, independence, sealing, soil mass consolidation unconfined compressive strength are not less than 1Mpa, infiltration coefficient less than 1.0 ×
10-5Cm/s, ground is without larger protuberance or sedimentation after soil stabilization, and the construction period is short, it is ensured that the safety of subsequent construction.
Detailed description of the invention
The above and other feature of the present invention, property and advantage will pass through description with reference to the accompanying drawings and examples
And become apparent, identical appended drawing reference always shows identical feature in the accompanying drawings, in which:
Fig. 1 Jiang-Han Area way station of the present invention ~ pansophy way station section light rail pile foundation of bridge pier plinth reinforces schematic diagram.
Fig. 2 Construction of High Pressure Jet Grouting Pile flow diagram of the present invention.
Fig. 3 mini-valve tube construction process schematic diagram of the present invention.
Fig. 4 feed pipe sedimentation of the present invention detects embedded schematic diagram.
Fig. 5 bridge pier settlement observation point floor plan of the present invention.
Specific embodiment
Present invention will be further explained below with reference to the attached drawings and examples:
Please refer to Fig. 1-Fig. 3, in the embodiment of the present invention, a kind of subway tunnel shield end reinforcement means, including shield end plus
Gu, feed pipe reinforce and bridge pier reinforce, the shield end reinforcement means be divided into starting well reinforce and received well reinforce；The beginning
Sending out well reinforcement means is to be reinforced using the high-pressure rotary jet grouting pile of φ 800 600, reinforces area edge construction 1000mm ground-connecting-wall for sealing
Closed end head is reinforced；Received well reinforcement means is the high-pressure rotary jet grouting pile using 800@600 of φ, and wherein strengthening length is 9m, and width is
Shield hole circle extends 3m, and depth bounds are that upward 3m is enclosed in hole, and downward 3m forces solid, the weak reinforcing of regional scope；
The feed pipe is reinforced and bridge pier reinforcing is all made of mini-valve tube reinforcing；The feed pipe reinforcement means is outside pipeline two sides
50cm is outer to construct row's mini-valve tube every 50cm, totally three rows, and mini-valve tube lateral separation is 60cm, wherein most outlet tilt angle is
61 degree, its purpose is that reinforcing pipeline surrounding soil, the disturbance pipelines such as later period drilling, the frost boiling of slip casting process are avoided to generate uneven heavy
Drop.Two rows construction angle in inside is 81 degree；The bridge pier consolidating method is to be reinforced using two rows of mini-valve tubes, and reinforcement depth is that stake is deep
52m is spent, is constructed on the outside of cushion cap, construction angle is 90.8 degree.
Specifically, it includes measuring stake position that the high-pressure rotary jet grouting pile, which is reinforced, pilot hole brill, drilling and forming hole, borehole cleaning, moves and bores, is inserted into
High jet pipe, high spray operation, recharge and resettlement；
Carry out pilot hole brill when, should to stake machine is leveled, centering, adjust stake machine verticality, guarantee drilling rod should be with stake position one
It causes, deviation should be within 10mm, and borehole perpendicularity error is less than 0.3%；Air compressor machine, slush pump should be debugged before drilling, transport equipment
Become a full member often；Run of steel is verified, and marks depth line by boring tower with red paint, guarantees that bottom hole absolute altitude meets projected depth；
When carrying out drilling and forming hole step, examination spray should be carried out on ground first, after drilling machine test running is normal, start pilot hole and bore
Into；Pilot hole uses mud off, to have recorded drilling rod joint number in detail in boring procedure, guarantee the accurate of drilling depth；
After pilot hole to projected depth, core barrel is extracted, and changes jet groutinl pipe insertion predetermined depth.When being inserted into high jet pipe, it is
Silt blocking nozzle is prevented, to be intubated in jetting, hydraulic pressure must not exceed 1Mpa, in case hypertonia, hole wall is shot through, high pressure
(operating) water nozzle is wrapped up with plastic cloth, is entered in pipe to prevent soil；
When carrying out high spray operation, after high jet pipe is inserted into projected depth, slush pump is connected, then whirl spraying from bottom to top simultaneously will
Mud cleaning discharge, when injection, gradually promotes high jet pipe after should first reaching scheduled injection pressure, whitewashing, to prevent twisting off height again
Jet pipe；When nozzle sinks to projected depth, rotate 10 seconds or so in the original location, whirl spraying mentions again after aperture grout is normal
It rises；Whirl spraying is promoted again after normal.The rotation and promotion of drilling rod should be carried out continuously, and must not be interrupted, and drilling machine breaks down, and should stop mentioning
Drilling rod and rotation are risen, to prevent broken pile, and reparing failure immediately, to improve stake bottom end quality, within the scope of the 1.0m of stake bottom
The drilling rod whitewashing whirl spraying time should suitably be increased；In whirl spraying lifting process, whirl spraying parameter can be adjusted according to different soil layers.
Whirl spraying is promoted to whirl spraying is stopped when designing stake top absolute altitude, is promoted drill bit and is gone out aperture, cleans grouting pump and conveyance conduit,
Then drilling machine is shifted；It finally needs to carry out pile quality inspection, the method for inspection are as follows: the inspection of rotary churning pile uses overall length core sample method pair
Pile quality carries out detection and horizontal coring.It is noted that the degree control of drilling during boring and coring, after the completion of coring
Responsible measures backfill drilling should be taken, the globality of pile body is avoided damage to.
Specifically, it includes measuring hole location, drilling and forming hole to projected depth, injection sleeve shell material, tripping in that the mini-valve tube, which is reinforced,
Mini-valve tube, installation grout stop inject and manage only slurry, valve of tucking inside the sleeve to solidifying, tripping in core pipe, open loop slip casting, sectional intermittent slip casting, flushing admittedly
Pipe；
When carrying out drilling and forming hole to projected depth step, surface grout injection selects anchor cable rig, is bored for compared with Soft Soil Layer using alloy
Has rotary drilling method pore-forming；Pneumatic down hole hammer percussion drilling is used for hard stratum and broken rock；When the drilling and forming hole
Station part drilling diameter 100mm, section footing drilling diameter 120mm；For borehole perpendicularity less than 1.0%, hole location deviation is small
In 50 millimeters；When drilling use high-quality thin mud retaining wall, when layer of sand is thicker, collapse hole in hole when, with φ 108mm casing guard aperture.
When injecting sleeve shell material, sleeve shell material is pumped to bottom hole by drilling rod, sleeve shell material to aperture is perfused from bottom to top and overflows
Until the virgin pulp liquid for meeting concentration requirement out；The sleeve shell material uses clay and cement, and ratio range is cement: clay:
Water=1:1.5:1.88, slurry specific gravity are about 1.5, funnel viscosity 24-26s.Sleeve shell material is mainly used for closing mini-valve tube and drilling hole
Annulus between wall prevents slurries when grouting from fleeing hither and thither, under the action of rubber sleeve and stop grouting plug, forces in grout compartment
Sleeve shell material (i.e. open loop) is racked in range and enters stratum.
When tripping in mini-valve tube, clear water is added into pipe in time, overcomes hole internal buoyancy, smooth tripping in bottom hole；
Carry out installation grout stop, injection is managed admittedly when stopping slurry stage, the annular gap between the outer floral tube and hole wall of mini-valve tube
Locate tripping in Grouting Pipe, the solid pipe of 2 metre hole section indentation stops slurry on aperture top, until only underflow is returned in aperture；Gu pipe stops slurry
Using Fast Setting Cement Slurry, wherein mass ratio is water: cement=1:1.5；Waterglass can be used or calcium chloride makees accelerator.
After solidifying: could be in the milk after aperture section stops slurry solidification, time control to be coagulated is within 2 ~ 5 days.
It when tripping in core pipe, open loop slip casting, is in the milk using double embolism core pipes, carries out slip casting from bottom to top from bottom hole, often
Round eye is as a grout compartment, segment length 0.4m；Injection slurry uses P.O42.5 ordinary portland cement, and when slip casting is dilute by first pouring into
The principle that underflow is poured into after slurry gradually adjusts the ratio of mud, open loop pressure 0.35mpa, and grouting pressure is controlled in 0.6-0.8MPa,
And be from bottom to top gradually reduced, necessary one hole of tripping carries out slip casting every time, to prevent to alter slurry phenomenon.
After the completion of complete opening section slip casting, interval a period of time carries out second of slip casting, the intermittent time of sectional intermittent slip casting again
Control is within 10 ~ 30min.
Standby slip casting measure: after slurry has been infused in every hole, in 20 water pipe of φ insertion mini-valve tube, clear water is pumped into residual in mini-valve tube
Cement slurry is stayed to rinse well, in case multiple note.Slurry nozzle is sealed up with adhesive plaster, in case ground settles in later digging process
When, it carries out repeating slip casting.
During slip casting, the sedimentation situation of ground and building, building before and after strict control slip casting are monitored closely
Upper lift amount must not exceed 2mm.
Ground settlement caused by constructing tunnel and protuberance should all control in the range of environment allows.According to condition of construction,
Monitoring group has carried out sedimentation detection to feed pipe and bridge pier in construction period.
Wherein, feed pipe detection (referring to Fig. 4): the first hole for using water drilling drill straight diameter 10cm in point above pipeline, with one
Hard plastic tube or metal tube are set or are embedded between institute test tube line top surface and earth's surface, be inserted into φ 12 plain bar, bottom with
Tube top contact, reinforcing bar top are raised slightly.Reinforcing bar length regards actual conditions interception.Tube top concrete surface is removed completely when embedded,
Pouring into mortar insertion reinforcing bar makes steel bar end lower than 5~10cm of concrete ground surface.And aside with red paint mark point number, point number with
Point number corresponds in floor plan.The feed pipe sedimentation detection carried out 15 days using card digital level is come, data are aobvious
Show that deformation numerical value in -0.77mm-0.31mm, fully meets detail design requirement.
Bridge pier settlement measurement: 3 benchmarks are buried, at least one bench mark is embedded should be far from 5 times of tunnel buried depth depth
The position of degree, and inspect periodically stability.A certain number of working base points are laid, separately to facilitate observation.Settlement monitoring point is embedded
4 settlement monitoring points is arranged on the bridge pier on tunnel both sides, on each bridge pier (referring to Fig. 5).It is drilled on bridge pier with electric hammer, so
It is implanted into 20 reinforcing bar of Φ with epoxy resin afterwards, drain terminal is worn into spherical as settlement observation point outside reinforcing bar, and observation point should be secured with bridge pier
Connection.Using three-dimensional settlement monitoring, 4 pier faces monitor the three-dimensional sedimentation to reflect bridge pier simultaneously for bridge pier monitoring.The sedimentation of bridge pier
It measures and mainly uses precision level, using round-trip route survey, finally meet or close at benchmark, testing precision is full
The second-order levelling requirement of foot country.The relative elevation measured between each measuring point and datum mark is poor, this surveyed height difference and last time
Surveyed height difference compares, and difference is this sedimentation value, and for this surveyed height difference compared with initial height difference, difference is accumulative heavy
Depreciation.Then, sedimentation value is added up according to each measuring point, the sedimentation of bridge pier is judged.8 have been carried out using card digital level is come
A month bridge pier settles detection, and data display deformation numerical value fully meets detail design requirement in -4.50mm ~ -3.32mm.
Using reinforcement means provided by the invention, so that the soil body has good uniformity, independence, sealing after reinforcing
Property, soil mass consolidation unconfined compressive strength is not less than 1Mpa, and infiltration coefficient is less than 1.0 × 10-5Cm/s, after soil stabilization ground without
Larger protuberance or sedimentation, construction period are short, it is ensured that the safety of subsequent construction.
It should be pointed out that specific embodiment is the present invention relatively by representative example, it is clear that skill of the invention
Art scheme is not limited to the above embodiments, and can also have many variations.Those skilled in the art define public affairs with the present invention
Written description open or according to file is undoubted to be obtained, and this patent scope of the claimed is considered as.
Claims (8)
1. a kind of subway tunnel shield end reinforcement means, including shield end is reinforced, feed pipe is reinforced and bridge pier is reinforced, it is special
Sign is being that the shield end reinforcement means is divided into starting well and reinforces and received well reinforcing；The starting well reinforcement means is
It is reinforced using the high-pressure rotary jet grouting pile of φ 800 600, reinforces area edge construction 1000mm ground-connecting-wall and reinforced for closed end；It receives
Well reinforcement means is the high-pressure rotary jet grouting pile using 800@600 of φ, and wherein strengthening length is 9m, and width is that shield hole circle extends 3m,
Depth bounds are that upward 3m is enclosed in hole, and downward 3m forces solid, the weak reinforcing of regional scope；
The feed pipe is reinforced and bridge pier reinforcing is all made of mini-valve tube reinforcing；The feed pipe reinforcement means is outside pipeline two sides
50cm is outer to construct row's mini-valve tube every 50cm, totally three rows, and mini-valve tube lateral separation is 60cm, wherein most outlet tilt angle is
61 degree, two rows construction angle in inside is 81 degree；The bridge pier consolidating method is to be reinforced using two rows of mini-valve tubes, and reinforcement depth is stake
Depth 52m, constructs on the outside of cushion cap, and construction angle is 90.8 degree.
2. a kind of subway tunnel shield end reinforcement means according to claim 1, which is characterized in that the high-pressure rotary-spray
It includes measuring stake position that stake, which is reinforced, pilot hole brill, drilling and forming hole, borehole cleaning, moves and bores, is inserted into high jet pipe, high spray operation, recharge and resettlement；
Carry out pilot hole brill when, should to stake machine is leveled, centering, adjust stake machine verticality, guarantee drilling rod should be with stake position one
It causes, deviation should be within 10mm, and borehole perpendicularity error is less than 0.3%；Air compressor machine, slush pump should be debugged before drilling, transport equipment
Become a full member often；Run of steel is verified, and marks depth line by boring tower with red paint, guarantees that bottom hole absolute altitude meets projected depth；
When carrying out drilling and forming hole step, examination spray should be carried out on ground first, after drilling machine test running is normal, start pilot hole and bore
Into；Pilot hole uses mud off, to have recorded drilling rod joint number in detail in boring procedure, guarantee the accurate of drilling depth；
When being inserted into high jet pipe, to prevent silt blocking nozzle, to be intubated in jetting, hydraulic pressure must not exceed 1Mpa, in order to avoid pressure
It is excessively high, hole wall is shot through, hydraulic spray is wrapped up with plastic cloth, is entered in pipe to prevent soil；
When carrying out high spray operation, after high jet pipe is inserted into projected depth, slush pump is connected, then whirl spraying from bottom to top simultaneously will
Mud cleaning discharge, when injection, gradually promotes high jet pipe after should first reaching scheduled injection pressure, whitewashing, to prevent twisting off height again
Jet pipe；When nozzle sinks to projected depth, rotate 10 seconds or so in the original location, whirl spraying mentions again after aperture grout is normal
It rises, in whirl spraying lifting process, whirl spraying parameter can be adjusted according to different soil layers.
3. a kind of subway tunnel shield end reinforcement means according to claim 1, which is characterized in that the mini-valve tube adds
Admittedly stopping including measuring hole location, drilling and forming hole to projected depth, injection sleeve shell material, tripping in mini-valve tube, installation grout stop, the solid pipe of injection
Slurry, to solidifying, tripping in core pipe, open loop slip casting, sectional intermittent slip casting, rinse mini-valve tube；
When carrying out drilling and forming hole to projected depth step, surface grout injection selects anchor cable rig, is bored for compared with Soft Soil Layer using alloy
Has rotary drilling method pore-forming；Pneumatic down hole hammer percussion drilling is used for hard stratum and broken rock；
When injecting sleeve shell material, sleeve shell material is pumped to bottom hole by drilling rod, sleeve shell material to aperture is perfused from bottom to top and overflows symbol
Until closing the virgin pulp liquid that concentration requires；
When tripping in mini-valve tube, clear water is added into pipe in time, overcomes hole internal buoyancy, smooth tripping in bottom hole；
Carry out installation grout stop, injection is managed admittedly when stopping slurry stage, the annular gap between the outer floral tube and hole wall of mini-valve tube
Locate tripping in Grouting Pipe, the solid pipe of 2 metre hole section indentation stops slurry on aperture top, until only underflow is returned in aperture；
It when tripping in core pipe, open loop slip casting, is in the milk using double embolism core pipes, carries out slip casting, every round from bottom to top from bottom hole
Eye is used as a grout compartment, segment length 0.4m；Injection slurry uses P.O42.5 ordinary portland cement, when slip casting by first thin pulp is poured into after
The principle for pouring into underflow gradually adjusts the ratio of mud, open loop pressure 0.35mpa, and grouting pressure is controlled in 0.6-0.8MPa, and by
It is gradually reduced on down, necessary one hole of tripping carries out slip casting every time, to prevent to alter slurry phenomenon.
4. a kind of subway tunnel shield end reinforcement means according to claim 3, which is characterized in that the drilling and forming hole
When station part drilling diameter 100mm, section footing drilling diameter 120mm；Borehole perpendicularity is less than 1.0%, hole location deviation
Less than 50 millimeters；When drilling use high-quality thin mud retaining wall, when layer of sand is thicker, collapse hole in hole when, with φ 108mm casing guard aperture.
5. a kind of subway tunnel shield end reinforcement means according to claim 3, which is characterized in that the sleeve shell material is adopted
With clay and cement, ratio range is cement: clay: water=1:1.5:1.88, slurry specific gravity are about 1.5, funnel viscosity
24-26s。
6. a kind of subway tunnel shield end reinforcement means according to claim 3, which is characterized in that the solid pipe is only starched
Material uses Fast Setting Cement Slurry, and wherein mass ratio is water: cement=1:1.5.
7. a kind of subway tunnel shield end reinforcement means according to claim 3, which is characterized in that sectional intermittent slip casting
Intermittent time control within 10 ~ 30min.
8. a kind of subway tunnel shield end reinforcement means according to claim 1, which is characterized in that in the construction process
Settling data detection is carried out to construction pipeline, with control in the range of environment allows.
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| CN201810800485.0A CN108951612A (en) | 2018-07-20 | 2018-07-20 | A kind of subway tunnel shield end reinforcement means |
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|---|---|---|---|
| CN201810800485.0A CN108951612A (en) | 2018-07-20 | 2018-07-20 | A kind of subway tunnel shield end reinforcement means |
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| CN109667276A (en) * | 2018-12-22 | 2019-04-23 | 广州市天作建筑规划设计有限公司 | A kind of karst cave treatment and tracking grouting construction method |
| CN109736845A (en) * | 2019-01-25 | 2019-05-10 | 北京瑞威世纪铁道工程有限公司 | Disturbance displacement compacting grouting construction method |
| CN109765097A (en) * | 2018-12-21 | 2019-05-17 | 中铁三局集团有限公司 | A kind of tunnel surrounding rapid classification method based on RPD drilling machine |
| CN109826635A (en) * | 2019-03-08 | 2019-05-31 | 中铁十二局集团有限公司 | Reinforce the construction method for the shield reception space periphery soil body that subsurface excavation method applies |
| CN110735642A (en) * | 2019-09-26 | 2020-01-31 | 中建市政工程有限公司 | shield originating end combined type reinforcing structure and construction method thereof |
| CN110821504A (en) * | 2019-12-04 | 2020-02-21 | 中铁十二局集团有限公司 | Water-rich stratum shield starting end rotary spraying and freezing combined reinforcing structure and construction method |
| CN110924986A (en) * | 2019-12-10 | 2020-03-27 | 中铁十四局集团隧道工程有限公司 | Shield maintenance well reinforcing construction method |
| CN110939127A (en) * | 2019-11-28 | 2020-03-31 | 中建四局土木工程有限公司 | Steel pipe pile construction method for protecting subway pier |
| CN111379283A (en) * | 2018-12-28 | 2020-07-07 | 宏润建设集团股份有限公司 | Foundation reinforcement method |
| CN113482626A (en) * | 2021-07-08 | 2021-10-08 | 上海市基础工程集团有限公司 | Method for reinforcing soil body at entrance and exit of high-pressure-bearing underwater shield |
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| CN114046151A (en) * | 2021-10-25 | 2022-02-15 | 中交隧道工程局有限公司 | Open caisson reinforcing method suitable for shield construction |
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| CN109765097A (en) * | 2018-12-21 | 2019-05-17 | 中铁三局集团有限公司 | A kind of tunnel surrounding rapid classification method based on RPD drilling machine |
| CN109765097B (en) * | 2018-12-21 | 2021-07-02 | 中铁三局集团有限公司 | Tunnel surrounding rock rapid classification method based on RPD drilling machine |
| CN109667276A (en) * | 2018-12-22 | 2019-04-23 | 广州市天作建筑规划设计有限公司 | A kind of karst cave treatment and tracking grouting construction method |
| CN111379283A (en) * | 2018-12-28 | 2020-07-07 | 宏润建设集团股份有限公司 | Foundation reinforcement method |
| CN109736845A (en) * | 2019-01-25 | 2019-05-10 | 北京瑞威世纪铁道工程有限公司 | Disturbance displacement compacting grouting construction method |
| CN109826635A (en) * | 2019-03-08 | 2019-05-31 | 中铁十二局集团有限公司 | Reinforce the construction method for the shield reception space periphery soil body that subsurface excavation method applies |
| CN109826635B (en) * | 2019-03-08 | 2020-09-15 | 中铁十二局集团有限公司 | Construction method for reinforcing shield receiving space peripheral soil body constructed by subsurface excavation method |
| CN110735642A (en) * | 2019-09-26 | 2020-01-31 | 中建市政工程有限公司 | shield originating end combined type reinforcing structure and construction method thereof |
| CN110735642B (en) * | 2019-09-26 | 2021-02-26 | 中建市政工程有限公司 | Shield starting end head combined type reinforcing structure and construction method thereof |
| CN110939127A (en) * | 2019-11-28 | 2020-03-31 | 中建四局土木工程有限公司 | Steel pipe pile construction method for protecting subway pier |
| CN110821504A (en) * | 2019-12-04 | 2020-02-21 | 中铁十二局集团有限公司 | Water-rich stratum shield starting end rotary spraying and freezing combined reinforcing structure and construction method |
| CN110924986A (en) * | 2019-12-10 | 2020-03-27 | 中铁十四局集团隧道工程有限公司 | Shield maintenance well reinforcing construction method |
| CN113482626A (en) * | 2021-07-08 | 2021-10-08 | 上海市基础工程集团有限公司 | Method for reinforcing soil body at entrance and exit of high-pressure-bearing underwater shield |
| CN113738383A (en) * | 2021-10-18 | 2021-12-03 | 中铁隆工程集团有限公司 | Shield end reinforcing method |
| CN114046151A (en) * | 2021-10-25 | 2022-02-15 | 中交隧道工程局有限公司 | Open caisson reinforcing method suitable for shield construction |
| CN114046151B (en) * | 2021-10-25 | 2024-04-05 | 中交隧道工程局有限公司 | Open caisson reinforcement method suitable for shield construction |
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Application publication date: 20181207 |