CN106285715A - The construction method of a just bored tunnel is worn in balancing earth-pressure shielding machine closely side - Google Patents
The construction method of a just bored tunnel is worn in balancing earth-pressure shielding machine closely side Download PDFInfo
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- 238000010276 construction Methods 0.000 title claims abstract description 82
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- 238000009826 distribution Methods 0.000 claims description 3
- 238000005086 pumping Methods 0.000 claims description 3
- 238000007363 ring formation reaction Methods 0.000 claims description 3
- 238000004062 sedimentation Methods 0.000 claims description 3
- 230000001360 synchronised effect Effects 0.000 claims description 3
- 238000013480 data collection Methods 0.000 abstract description 2
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- 238000006073 displacement reaction Methods 0.000 description 6
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- 230000002787 reinforcement Effects 0.000 description 3
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- 238000005065 mining Methods 0.000 description 2
- 239000004576 sand Substances 0.000 description 2
- 239000002002 slurry Substances 0.000 description 2
- 238000012360 testing method Methods 0.000 description 2
- 238000004454 trace mineral analysis Methods 0.000 description 2
- 241000218645 Cedrus Species 0.000 description 1
- 229910000831 Steel Inorganic materials 0.000 description 1
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- 239000011148 porous material Substances 0.000 description 1
- 239000011150 reinforced concrete Substances 0.000 description 1
- 239000011435 rock Substances 0.000 description 1
- 239000010959 steel Substances 0.000 description 1
- 238000005728 strengthening Methods 0.000 description 1
Classifications
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
- E02D5/36—Concrete or concrete-like piles cast in position ; Apparatus for making same making without use of mouldpipes or other moulds
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/08—Lining with building materials with preformed concrete slabs
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
- E21D11/105—Transport or application of concrete specially adapted for the lining of tunnels or galleries ; Backfilling the space between main building element and the surrounding rock, e.g. with concrete
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- 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
- E21D9/0607—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining the shield being provided with devices for lining the tunnel, e.g. shuttering
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- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06Q—INFORMATION AND COMMUNICATION TECHNOLOGY [ICT] SPECIALLY ADAPTED FOR ADMINISTRATIVE, COMMERCIAL, FINANCIAL, MANAGERIAL OR SUPERVISORY PURPOSES; SYSTEMS OR METHODS SPECIALLY ADAPTED FOR ADMINISTRATIVE, COMMERCIAL, FINANCIAL, MANAGERIAL OR SUPERVISORY PURPOSES, NOT OTHERWISE PROVIDED FOR
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- G06Q50/08—Construction
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Abstract
The present invention provides a kind of balancing earth-pressure shielding machine closely side to wear a just bored tunnel construction method.This construction method specifically comprises the following steps that first field lofting determines two sidelines, tunnel; bored tunnel stops construction afterwards; start to cut off the construction of stake; and lay inclinometer pipe, bored tunnel monitoring point and surface subsidence monitoring point; then the initial value of all kinds of monitoring point is gathered; then shield starts normally to tunnel; by data collection, process, analyze and information feeds back to construction in time; dynamically adjust tunneling protective measure and shield driving parameter; finally after shield machine passes through bored tunnel, start the excavation of bored tunnel.The present invention can quickly provide condition and construction parameter to instruct for shield-tunneling construction, reduces bored tunnel construction safety risk, it is provided that effective soil body version, has good social influence and economic benefit in duration, cost, safety, quality each side.
Description
Technical field
Patent of the present invention relates to balancing earth-pressure shielding machine closely side and wears construction method when just propping up bored tunnel, the method
Be applicable to stratigraphic structure complicated, close near between buildings or structures, tunnel, surface condition limits, control tighter to Ground Settlement
The engineering that bored tunnel under the conditions of lattice, construction period are tight etc. and balancing earth-pressure shielding machine are constructed simultaneously.
Background technology
In China's subway construction, along with the rapid economic development in each city, carry forward vigorously subway construction, promote city
Overall image, solves traffic root problem for the people.The construction of earth pressure balanced shield, EPBS method because its wide adaptability, effect on environment are little,
Safety high and be widely used.But for the reduction of erection time, carry out several engineerings carrying out simultaneously, will
Running into the situation that earth pressure balanced shield, EPBS is constructed simultaneously with bored tunnel, two, some region construction line there is also the road crossed
Section, two tunnel spacing in this section are relatively near, are highly susceptible to impact each other.
Particularly when using Mining Method to carry out boring construction, surrounding rock supporting is generally divided into preliminary bracing and secondary lining,
The support form just carried out immediately after excavation referred to as, preliminary bracing typically have gunite concrete, gunite concrete add anchor pole,
The forms such as gunite concrete anchor pole and steelframe combined supporting, secondary lining is usually concrete or reinforced concrete structure.Typically
Being after the preliminary bracing of constructing tunnel section completes, just proceed by secondary lining, the tunnel wall intensity in this stage is not
, when propping up tunnel at the beginning of closely tunneling is worn in side during shield machine enters hole, there is bigger security risk in height, it is easy to because tunneling
The reinforcing in tunnel is not up to requirement, also has other complex geological condition, causes bored tunnel unbalance stress, causes a just tunneling tunnel
The significant security risk such as road deformation, shield tunnel displacement even sinking of ground.
In addition, in the termination of shield-tunneling construction as complex geological condition or soil property problem cause termination to add stereoplasm
Amount is difficult to ensure, unbalance stress, also can cause and just prop up the great peaces such as bored tunnel deformation, shield tunnel displacement even sinking of ground
Full blast danger.The traditional method reinforced generally for shield end is that rotary churning pile is reinforced, but uses rotary churning pile pile-forming effect poor,
There is half, press from both sides the defects such as sand, broken pile, particularly when shield tunnel is spaced closely together with a first bored tunnel, executing of rotary churning pile
Work is more difficult, and the most domestic construction technology also not having maturation can evade this risk completely.
Summary of the invention
The present invention is on the basis of analysis of experiments and engineering practice, for the deficiencies in the prior art, it is proposed that a kind of soil
The construction method of a just bored tunnel is worn in pressure balanced shield machine closely side, this engineering method may insure that shield machine close-distance safety,
Fast side wears a just bored tunnel.
The technical scheme that the present invention provides is: a just bored tunnel is worn in described a kind of balancing earth-pressure shielding machine closely side
Construction method, including bored tunnel and the shield tunnel of reversely construction of forward construction, the inner wall construction of bored tunnel has the initial stage
Supporting, it is characterised in that specifically comprise the following steps that
(1) determine at the beginning of tunneling the relation between tunnel and shield tunnel according to on-site land survey, and understand bored tunnel and
The form of shield structure, field lofting determines two tunnel edge positions, determines between length and two tunnels that two tunnels cross
Spacing；
(2) when shield pusher side is worn, stopping the construction of bored tunnel, the face gunite concrete at bored tunnel will be dark
The face holed is closed, and makes to excavate position and closes cyclization in time, and lays convergence by design requirement in bored tunnel
Breakpoint, described convergence section spacing is 3-4m, generally 3.5m, and installs convergence instrument at each convergence breakpoint；
(3) requiring to determine the construction location of partition stake between bored tunnel and shield tunnel according to design, cutting off stake has
Multiple, separated time distribution in the gap between shield tunnel and bored tunnel, and the line of multiple partition stake and shield tunnel
Parallel with bored tunnel, the spacing between two adjacent partition stakes is 1-1.5m, and optimal spacing is 1.2m；Then interval boring is used
The method construction of the method for construction or continuous drilling construction cuts off stake, when using interval drilling construction, cuts off stake at first and bores
After the concrete perfusion of hole, directly interval construction the next one cut off stake, construct partition stake to be onstructed with the next one every
At least it is spaced one between broken pile and cuts off stake；When using continuous drilling construction, reach design strength cutting off stake concrete perfusion
More than 75% after construct again and adjacent next cut off stake；
(4) between bored tunnel and shield tunnel, lay deviational survey hole along tunnel axis direction, observe shield tunnel with dark
Soil body situation of change between holing, the degree of depth in described deviational survey hole is more than cutting off the stake degree of depth 5～10m, and lays in deviational survey hole
Inclinometer pipe, deviational survey hole is had typically to use the drill bit to beEngineering drilling machine drill hole, in order to make, pipe is the completeest to be installed to
Position typically all needs deeper than fitting depth, and its principle is every to bore deep 0.5 meter 10 meters more, i.e. 10 meters+0.5 meter=10.5 meters,
20 meters+1 meter=21 meters, after drill bit gets into precalculated position, do not carry brill immediately, pump need to be received and fill downwards clear water in clear water, directly
Becoming cleaning muddy water to slime water, then installing inclinometer pipe immediately after carrying brill, the installation of inclinometer pipe is executed according to existing shield tunnel
In work, the installation method of inclinometer pipe is carried out；Require that geological conditions sudden change and the intensive place of building at construction section set cloth according to design
If surface subsidence monitoring point, by sedimentometer, ground settlement is detected；
(5) shield machine wears bored tunnel according to normal construction technique starting side, during shield in strict control shield
Position relationship between the design center line of line and shield tunnel, it is ensured that shield machine advance route is advanced along design route, and
By soil body situation of change between deviational survey hole monitoring shield tunnel and bored tunnel in work progress；Tunneling is detected by convergence instrument
Tunnel deformation situation；By surface settlement monitoring point monitoring soil body surface sedimentation situation, and Monitoring Data is fed back in time shield
Structure is constructed, and comprehensive data analysis instructs shield and boring construction, dynamically-adjusting parameter；When shield machine shield tail is added by bored tunnel
Gu after section, bored tunnel just can recover construction；When shield tunnel and bored tunnel phase intersection, monitor in strengthening bored tunnel hole,
Instruct shield and boring construction, dynamically-adjusting parameter by comprehensive data analysis, reduce construction risk, it is ensured that construction safety.
The present invention preferably technical scheme: in the work progress in a tunnel at the beginning of tunneling is worn in shield tunnel side, to shield pipe
The radial clearance of off-chip uses the mode of slip casting to be filled with, and its synchronous grouting measures the 1.3～1.8 of annular gap theoretical volume
Times, the pressure in the pumping exit of slip casting is 0.2MPa-0.5MPa.
The present invention preferably technical scheme: described surface subsidence monitoring suddenlys change and building at geological conditions by design requirement
In the range of intensive place sets a section, shield launching and the section of hanging out 100m, monitoring point is laid in encryption.
The present invention preferably technical scheme: when construction cuts off stake in the step (3), centre distance 5m of each partition stake with
In new stake boring must carry out after 24 hours at this partition stake concrete perfusion.
The present invention preferably technical scheme: after stopping bored tunnel construction in step (2), the excavation section of bored tunnel
Ensure that tunnel bottom soil layer remains untouched, and to apply with bow member be that the lock foot anchoring stock that sets downwards of 45 ° of angles is carried out topping bar
Reinforce.
The present invention preferably technical scheme: at the bottom of the stake of the plurality of partition stake, the degree of depth is in bored tunnel and shield tunnel bottom surface
Below 6m.
The present invention preferably technical scheme: described deviational survey hole is disposed with two rows, is separately positioned on partition stake and bored tunnel
And cut off between stake and shield tunnel.
In the present invention in bored tunnel convergence breakpoint lay, the laying of surface settlement monitoring point and tiltedly gaging hole dig and
Method during concrete monitoring is all constructed with existing tunnel is identical, and concrete distribution density and monitoring all require according to design, basis
The landform in practice of construction place carries out site operation, it is ensured that at whole work progress, it is possible to monitored secretly by multiple convergence instruments
Hole and whether there is deformation, by surface subsidence monitoring point monitor bored tunnel, shield tunnel and two tunnels it
Between part ground settlement situation, by coming monitoring variable bored tunnel and shield tunnel according to soil monitoring instrument in deviational survey hole
Edge soil deformation situation；Then deformation and ground settlement situation according to the other soil body in detected tunnel and tunnel come
Determine whether there is construction risk, then take counter-measure.
The present invention is during side is worn, and shield machine should suitably slow down the driving speed of shield, to reduce the soil body as far as possible
Disturbance.The unsuitable excessive or overfrequency of the attitudes vibration of shield machine, and strictly once there is shield in control midline plane position deviation
Offset axis is excessive or ground deformation is bigger than normal, should progressively correct, and adjusts fltting speed in time.When shield machine shield tail passes through tunneling
After tunnel reinforcement section, bored tunnel just can recover construction.
Beneficial effects of the present invention:
1 partition stake, during shield and boring construction, simultaneously works as protection and isolation to bored tunnel and shield tunnel
Effect, can be effectively protected corresponding existing tunnel, effectively controls earth's surface and the sedimentation of periphery buildings or structures；
2 cut off pile constructing process can effectively reduce tunneling, shield risk, it is to avoid tunneling is caved in, tunnel deformation and shield
The risk of structure Tunnel Displacement.
3 utilize monitoring measurement means, trace analysis soil body displacement tendency.Dynamically adjusting construction parameter, guide field is constructed.
Cut off and lay monitoring point during pile driving construction in advance and take corresponding monitoring measure, by data collection, process, analyze and information is anti-
Feedback is applied to construction, dynamically adjusts tunneling protective measure and shield driving parameter, it is ensured that construction safety, quickly, effectively.
4 cut off pile cutoff encryption laying soil body deviational survey hole is easier to, and data reaction soil layer displacement is directly perceived, authentic and valid, behaviour
Facilitate.
Accompanying drawing explanation
Fig. 1 is bored tunnel and shield tunnel plane relation figure in embodiment；
Fig. 2 is bored tunnel and shield tunnel profile in embodiment；
Fig. 3 is convergence sectional schematic diagram in embodiment.
In figure: 1 bored tunnel face, 2 bored tunnel centrages, 3 convergence monitoring instrument, 4 partition stakes, 5
Shield tunnel centrage, 6 ground monitoring points, 7 above-ground routes, 8 partition stakes, 9 convergence monitoring lines, 10 shield tunnels,
11 bored tunnels, 12 deviational survey holes.
Detailed description of the invention
Below in conjunction with embodiment and accompanying drawing, the invention will be further described.
Embodiment is to mark into field wire interval for Specific construction field with Zhengzhou track traffic Line 1 second phase civil engineering 03
Ground, this interval is Tunneling by mining method section, long 331.221m.Before Cedrus deoclar (Roxb.) G. Don way station～stream interval, station, lake, west, 100 eyes first pass through end
Head well reinforcing area.The net level length of right line proximity section (71.425m) between field wire bored tunnel and snow～West that comes in and goes out is
2.73m～4.00m, proximity section bored tunnel edpth of tunnel 9.79～9.31m, corresponding right line shield tunnel buried depth is 9.97
～11.31m.Bid section is near stream lake, west, and water level is higher, and mobility is strong, is affected substantially by Atmospheric precipitation.Shield tunnel and tunneling tunnel
Road mainly passes through argillic horizon, and groundwater type is pore ground water.Ground is heavy vehicle to run region, and shield closely side is worn
Very risky.
Before this termination, stratum of shield launching end reinforces, carry out rotary churning pile test pile test display pile poor effect, have half
The defects such as stake, folder sand, broken pile, the termination consolidation effect under tradition rotary churning pile reinforcement process is difficult to ensure that.Take institute in the present invention
The balancing earth-pressure shielding machine stated closely side is worn the construction method of a just bored tunnel and is constructed, and this construction method is mainly
Use and cut off stake+soil body displacement trace analysis construction, specifically comprise the following steps that
(1) carrying out construction drawing to tell somebody what one's real intentions are, field lofting determines two sidelines, tunnel；
(2) reinforcing in bored tunnel and shield tunnel phase intersection section carry out hole, scope is 20m, and mileage is RDK0+174
～RDK0+194, erection of topping bar is horizontal, vertical supporting, and space of cross stay is pressed 1m/ road and set up；Period stopping excavation being worn in shield side,
Gunite concrete closes face；Having excavated position and closed cyclization in time, topping bar applies lock foot anchoring stock and controls angle well, with arch
Frame is that 45 ° of angles set downwards；
(3) shield tunnel closely side is worn bored tunnel and analyzed this section of minimum distance is 2.73m～about 4.00, according to setting
Meter requires that performing a row Φ 800@1200mm armored concrete between shield tunnel and bored tunnel cuts off stake, and stake is long from ground
To 6m at the bottom of tunnel, grow 22 meters altogether；Concrete meets following condition: C35 concrete, within 3 days, intensity reaches 60%, non-confining strength
Degree is not less than 1.1MPa.According to the geology characteristic of this engineering, cast-in-situ bored pile uses rotation to dig churn boring, mud off, mud
Slurry and ballast use haulage vehicle fortune to abandon, and steel reinforcement cage is installed in crane lifting, uses catheter perfusion underwater concrete；Drilled pile is holed
Order uses bouncing of drilling tool method, as special circumstances can not bouncing of drilling tool, it is desirable to its adjacent studs concrete perfusion reaches the 75% of design strength
After can carry out, construction drill stake uses and often constructs a pile, is spaced 2 piles and constructs the bouncing of drilling tool method construction of next pile again；
(4) laying 3 deviational survey holes between shield tunnel along tunnel axis direction, hole depth is 26m, by the code requirement soil body
Hole depth, more than cutting off stake deep 5～10m, supposes during calculating that at the bottom of pipe be fixed point；In bored tunnel, convergence section laying spacing is
3.5m, and convergence instrument is installed, described convergence instrument is existing convergence instrument, is wire, and two ends are separately fixed at the two of bored tunnel
On sidewall, monitoring frequency is encrypted observation according to real-time driving progress.Bored tunnel is restrained every section and is laid 4 two altogether
Survey line.Surface subsidence monitoring sets a section by design requirement in geological conditions sudden change and the intensive place of building；Shield launching, hang out
In the range of section 100m, every 20m sets one section of face；The every 30m in remaining location sets a section；Monitoring section is counted no less than 11；
(5), when shield machine wears boring construction section in side, thrust controls within 9000-15000KN, fltting speed controls
30-50mm/min, cutterhead rotating speed controls to control at top 0.3～0.5bar, cutter head torque at 0.8～1.0r/min support pressure
Control to control within 47 sides in 2500-2800KN.m, amount of being unearthed.For ensureing to reach the effective filling to hoop space, simultaneously
Can ensure that again tunnel segment structure not because slip casting is deformed and damages, synchronous grouting measures the 1.3～1.8 of annular gap theoretical volume
Times, pumping exit pressure general control at about 0.3MPa, practice of construction pressure also should regard surface subsidence be adjusted with
Controlling, simultaneous grouting slurry setting time is about 6 hours, adds accelerator 2.5kg/m in serosity3；
(6) driving speed of shield should suitably be slowed down when crossing gas station, to reduce the disturbance to the soil body as far as possible.Pass over
Cheng Zhong, the unsuitable excessive or overfrequency of the attitudes vibration of shield machine, and strictly control midline plane position deviation, shield otch and shield
Tail plane and height variation are all less than ± 50mm.Once occur that shield offset axis is excessive or ground deformation is bigger than normal, should be by
Step is corrected, and adjusts fltting speed in time.Gesture stability: level 0～20mm vertical-20～0mm, if operated after going beyond the scope
Hands must be reported with technical manager in time, tunnels after obtaining new driving instruction again.
Claims (7)
1. a construction method for a just bored tunnel is worn in balancing earth-pressure shielding machine closely side, including the tunneling tunnel of forward construction
Road and the shield tunnel of reversely construction, the inner wall construction of bored tunnel has preliminary bracing, it is characterised in that specifically comprise the following steps that
(1) determine, according to on-site land survey, the relation between tunnel and shield tunnel of propping up at the beginning of tunneling, and understand bored tunnel and shield
The form of structure, field lofting determines two tunnel edge positions, determines the spacing between length and two tunnels that two tunnels cross；
(2) when shield pusher side is worn, the construction of bored tunnel is stopped, at the face gunite concrete of bored tunnel by tunneling tunnel
The face in road is closed, and makes to excavate position and closes cyclization in time, and lays convergence breakpoint by design requirement in bored tunnel,
Described convergence section spacing is 3-4m, and installs convergence instrument at each convergence breakpoint；
(3) requiring to determine the construction location of partition stake between bored tunnel and shield tunnel according to design, cutting off stake has multiple,
Separated time distribution in the gap between shield tunnel and bored tunnel, and the line of multiple partition stake and shield tunnel and tunneling
Tunnel is parallel, and the spacing cutting off stake is 1-1.5m；Then method or the method for continuous drilling construction of interval drilling construction are used
Construction cuts off stake, when using interval drilling construction, after first is cut off stake drill-pouring concrete, directly under the construction of interval
At least it is spaced one between the partition stake that the stake of one partition, the partition stake constructed and the next one are to be onstructed and cuts off stake；Use
During continuous drilling construction, the adjacent next one of constructing again after partition stake concrete perfusion reaches more than the 75% of design strength
Cut off stake；
(4) laying deviational survey hole between bored tunnel and shield tunnel along tunnel axis direction, the degree of depth in described deviational survey hole is more than
Cut off the stake degree of depth 5～10m, in deviational survey hole, be laid with inclinometer pipe；And require at geological conditions sudden change or building according to design
Intensive place lays surface subsidence monitoring point；
(5) shield machine wears bored tunnel according to normal construction technique starting side, during shield strict control shield center line with
Position relationship between the design center line of shield tunnel, it is ensured that shield machine advance route is advanced along design route, and in construction
During by deviational survey hole monitoring shield tunnel and bored tunnel between soil body situation of change；Bored tunnel is detected by convergence instrument
Deformation；By surface settlement monitoring point monitoring soil body surface sedimentation situation, and Monitoring Data is fed back in time shield execute
Work, comprehensive data analysis instructs shield and boring construction, dynamically-adjusting parameter；When shield machine shield tail is by the bored tunnel section of reinforcing
After, bored tunnel just can recover construction.
The construction method of a just bored tunnel is worn in a kind of balancing earth-pressure shielding machine closely side the most according to claim 1,
It is characterized in that: in the work progress in a tunnel is worn at the beginning of tunneling in shield tunnel side, to shield duct piece outside radial clearance use
The mode of slip casting is filled with, and its synchronous grouting measures 1.3～1.8 times of annular gap theoretical volume, the pumping outlet of slip casting
The pressure at place is 0.2MPa-0.5MPa.
The construction method of a just bored tunnel is worn in a kind of balancing earth-pressure shielding machine closely side the most according to claim 1,
It is characterized in that: described surface subsidence monitoring sets a section, shield by design requirement in geological conditions sudden change and the intensive place of building
In the range of the structure section of originating and hang out 100m, monitoring point is laid in encryption.
The construction method of a just bored tunnel is worn in a kind of balancing earth-pressure shielding machine closely side the most according to claim 1,
It is characterized in that: when construction cuts off stake in the step (3), the new stake boring within centre distance 5m of each partition stake must be
This partition stake concrete perfusion was carried out after 24 hours.
The construction method of a just bored tunnel is worn in a kind of balancing earth-pressure shielding machine closely side the most according to claim 1,
It is characterized in that: after stopping bored tunnel construction in step (2), the excavation section of bored tunnel ensures that tunnel bottom soil layer is former
Seal motionless, and to apply with bow member be that the lock foot anchoring stock that sets downwards of 45 ° of angles is reinforced topping bar.
The construction method of a just bored tunnel is worn in a kind of balancing earth-pressure shielding machine closely side the most according to claim 1,
It is characterized in that: the degree of depth at the bottom of the stake of the plurality of partition stake is at bored tunnel and shield tunnel bottom surface below 6m.
The construction method of a just bored tunnel is worn in a kind of balancing earth-pressure shielding machine closely side the most according to claim 1,
It is characterized in that: described deviational survey hole is disposed with two rows, be separately positioned on partition stake and bored tunnel and cut off stake and shield tunnel
Between road.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201610948548.8A CN106285715B (en) | 2016-10-26 | 2016-10-26 | Closely the construction method of first branch bored tunnel is worn in side to balancing earth-pressure shielding machine |
Applications Claiming Priority (1)
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| CN108049876A (en) * | 2017-11-13 | 2018-05-18 | 浙江大学城市学院 | A kind of construction method of compound stratum tunneling close range down bored tunnel |
| CN109001038A (en) * | 2018-07-03 | 2018-12-14 | 上海隧道工程有限公司 | Section of jurisdiction load testing machine and method |
| CN109577991A (en) * | 2018-10-25 | 2019-04-05 | 南宁轨道交通集团有限责任公司 | A kind of tunnel structure that more tunnels are parallel and its construction method |
| CN109681251A (en) * | 2018-12-30 | 2019-04-26 | 中国电建集团华东勘测设计研究院有限公司 | Full face tunneling weak soil tunnel face glass fibre Soil Anchor Design method |
| CN110359921A (en) * | 2019-08-13 | 2019-10-22 | 中铁十一局集团城市轨道工程有限公司 | Wear the construction method of building in a kind of shield short distance side |
| CN110836120A (en) * | 2019-11-07 | 2020-02-25 | 山东大学 | Tunnel lining structure suitable for self-monitoring and adjusting of crossing active fault and construction method |
| CN113266368A (en) * | 2021-06-03 | 2021-08-17 | 上海市基础工程集团有限公司 | Detection method applied to ultra-long distance shield axis positioning |
| CN116104502A (en) * | 2023-01-09 | 2023-05-12 | 北京城建设计发展集团股份有限公司 | Method for reinforcing mountain tunnel crossing coal mine goaf |
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| CN106949877A (en) * | 2017-02-20 | 2017-07-14 | 南京理工大学 | The monitoring method of ground settlement above a kind of various dimensions shield tunnel |
| CN108049876A (en) * | 2017-11-13 | 2018-05-18 | 浙江大学城市学院 | A kind of construction method of compound stratum tunneling close range down bored tunnel |
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| CN110836120A (en) * | 2019-11-07 | 2020-02-25 | 山东大学 | Tunnel lining structure suitable for self-monitoring and adjusting of crossing active fault and construction method |
| CN113266368A (en) * | 2021-06-03 | 2021-08-17 | 上海市基础工程集团有限公司 | Detection method applied to ultra-long distance shield axis positioning |
| CN116104502A (en) * | 2023-01-09 | 2023-05-12 | 北京城建设计发展集团股份有限公司 | Method for reinforcing mountain tunnel crossing coal mine goaf |
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