CN110259466A - A kind of subway station water-rich sand layer big cross section shield-tunneling construction technique - Google Patents
A kind of subway station water-rich sand layer big cross section shield-tunneling construction technique Download PDFInfo
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- CN110259466A CN110259466A CN201910606986.XA CN201910606986A CN110259466A CN 110259466 A CN110259466 A CN 110259466A CN 201910606986 A CN201910606986 A CN 201910606986A CN 110259466 A CN110259466 A CN 110259466A
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- shield
- section
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- portal
- jurisdiction
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Classifications
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH 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
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH 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
- E21D9/003—Arrangement of measuring or indicating devices for use during driving of tunnels, e.g. for guiding machines
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH 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
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH 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
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH 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
- E21D9/0635—Tail sealing means, e.g. used as end shuttering
Abstract
The present invention relates to a kind of subway station water-rich sand layer big cross section shield-tunneling construction techniques, comprising the following steps: step 1, Farm Planning, step 2, place is hardened, step 3, it receives bracket to go into the well, put and reinforce, step 4, portal and end reinforce coring, step 5, step 6 attitude of shield machine adjustment receives measurement monitoring, step 7, arrival is constructed.The present invention have can construction when shield machine reaches ventilating shaft suitable for water-rich sand layer big cross section geology, avoid there is a situation where water burst, gush sand or the effect that generates of collapsing.
Description
Technical field
The present invention relates to the technical fields of shield machine construction, more particularly, to a kind of subway station water-rich sand layer big cross section shield
Structure construction technology.
Background technique
It is major with the fast development of urban rail transit in China construction and stepping up for underground space utilization rate
City joined subway work ranks one after another, shield method tunnel construction technology with its exclusive intelligence, safely, quickly, it is high
The features such as effect and advantage are more and more widely promoted and are applied.
In subway work, shield construction is each construction most important thing；Meanwhile it according to different construction environments and applying
Work condition needs construction personnel for different construction environments to adjust construction technology, and in a variety of construction environments, section is rich
Water sand layer is more special construction environment, and due to catalase in fracture belt, rich groundwater, when shield crossing fracture belt is easy
Gush, situations such as face collapses, inter alia, in that water-rich sand layer geological conditions is poor, when shield machine reaches cannot from steady,
Easily liquefy with water, and in layer of sand be rich in underground water, good penetrability, reach ventilating shaft process easily there is a phenomenon where water burst, gush sand,
It may cause the serious accidents such as ground collapsing when serious.
Summary of the invention
The object of the present invention is to provide a kind of subway station water-rich sand layer big cross section shield-tunneling construction techniques, and having can be applicable in
Construction in water-rich sand layer big cross section geology when shield machine arrival ventilating shaft avoids there is a situation where water burst, gushes sand or production of collapsing
Raw effect.
Foregoing invention purpose of the invention has the technical scheme that
A kind of subway station water-rich sand layer big cross section shield-tunneling construction technique, it is characterised in that: the following steps are included:
Step 1, Farm Planning: clearing up construction site, carries out repetition measurement to shield well main body, measures actual deviation amount, be
Arrival provides data and supports；
Step 2, place harden: the level of ground water around portal is down to portal elevation of bottom hereinafter, place use compactness for
It is mixed to be laid with the double-deck mesh sheet that 14 spacing of φ is 20cm × 20cm, the high spacing of layer is 15cm for the C30 concrete backfill of 2400kg/m3
Solidifying soil, thickness are not less than 20cm；
Step 3, it receives bracket to go into the well, put and reinforce: being accurately positioned the left-right position of originating station before mounting bracket；Shield is left
The absolute altitude that right line bracket originates pedestal reduces 10mm, prevents shield machine from " gnawing " bracket, is then installed in bracket as required pre-
It on fixed position, is checked, after completing positioning, bracket is fixed；
Step 4, portal and end reinforce coring: carrying out vertical and horizontal boring and coring to portal before shield receives, vertically take
Core carries out boring and coring operation using geological drilling rig；
Step 5, attitude of shield machine adjusts: in shield driving to arrival range, carrying out to the position of shield machine accurate
Measurement, the clear relationship at hole tunnel central axis and Tunnel Design central axis, while to reception portal and bracket locations into
Row review measurement determines the perforation posture and driving correction plan of shield machine；
Step 6, receive measurement monitoring: during arrival driving, shield attitude and section of jurisdiction posture must assure that every ring one is surveyed,
And the result of manual measurement is fed back into shield Central Control Room, lasting progress in ground monitoring 24 hours；
Step 7, arrival is constructed:
A, reaching section axis is straight line, when cutter head of shield machine contacts plain concrete wall, it is ensured that shield machine horizontal attitude and perpendicular attitude with
Axis is overlapped, and deviation allowable value is ± 5mm；
B, it must assure that synchronous grouting amount 12m3 when reaching section construction, and second pulp feeding needs synchronized tracking slip casting, mend slurry slurries
Using dual slurry；
C, after shield machine shield tail passes through plain concrete wall, survey crew positions plain concrete wall displacement, makes seal ring in plain concrete wall displacement,
Prevent rear water；
D, the of short duration shutdown after cutterhead contacts building enclosure, downtime are 2~3 hours, observe pressure change in native storehouse, judgement
Rear water situation can carry out next step construction procedure if soil pressure is held essentially constant, if soil pressure changes greatly, carry out immediately
Second pulp feeding after stopping slip casting, continues to observe soil pressure variation, if soil pressure still has significant change, continues slip casting, until stopping infusing
After slurry, soil pressure is unchanged, while checking whether equipment is problematic, prevents brokenly equipment after wall from stopping working suddenly, water burst is caused to gush
It is husky；
E, after meeting condition of acceptance, start rotor mill building enclosure, driving speed is maintained at 5mm~10mm/min；
F, cutterhead is by if the gap water burst between excavation face and shield body gushes sand, continuing to tunnel, in cord rubber after building enclosure
After the fully wrapped around firmly shield body of offset plate, a injected hole reserved from section of jurisdiction carries out slip casting, if hydraulic pressure is larger, and without quicksand phenomenon, then
Polyurethane is injected into hole, if flowing water quicksand, injects dual slurry；It tunnels to shield machine to section of jurisdiction and only stays last one of shield tail brush
When, stop driving, a circle wirerope, and tense wire rope are bundled on the outside of cord rubber slab, is prevented because grouting pressure is excessive, slurry
Liquid is gushed out from cord rubber slab and shield body gap, finally continues to reserve injected hole injection slurries from section of jurisdiction, until anhydrous outflow；
G, grouting quality is checked in last endless tube piece slip casting hole site aperture, if from tapping flowing water, no flowing water then continues
Driving, until last shield tail completely disengages section of jurisdiction；
H, after the completely out shield tail of shield tail, portal closure is carried out immediately, prevents from leading to portal reinforcing body because exposure duration is too long
Failure, causes water burst to gush sand.
By using above-mentioned technical proposal, the construction that can be constructed when reaching ventilating shaft convenient for shield machine in water-rich sand layer is kept away
Exempt from there is a phenomenon where water burst, gush sand.
The present invention is further arranged to: the step 7 further includes the installation of last ring plate, and the installation of last ring plate includes
Following steps:
A, installation section of jurisdiction, which is finished, tightens all vertical and horizontal bolts with pneumatic impact wrench, and when next ring is tunneled to 1.2m or so
Fastening bolt again need to tighten up three times section of jurisdiction, and be attached tricyclic section of jurisdiction with channel steel in injected hole, connect between every tricyclic
It connects at no less than six, and arranged in dislocation, installation length is no less than 15 rings；
B, stringent segment assembly prevents between section of jurisdiction and the fissure of displacement, step difference occurs；During assembly, guarantee gap of the shield tail,
The injection rate of shield tail grease is increased, and keeps synchronous grouting, shield tail water burst is prevented, gushes sand；
C, it should ensure that sealing rod is not damaged, is not pre-expanded before the installation of section of jurisdiction, and clean out the soil of the quarrel on section of jurisdiction and mortar in time
Deng；It also needs to clean out at shield tail, guarantees pipe sheet assembling quality.
The present invention is further arranged to: the step 7 further includes portal sealing, portal sealing the following steps are included:
A, measures of preventing water when promoting during arrival, carries out dual slurry slip casting after shield tail, and every ring all repeatedly, is repeatedly mended
Dual slurry is infused, by the radial hole of body in shield, dual slurry is infused to outside shield body, blocks the gap between shield body and the soil body, is guaranteed same
Walk grouting amount and grind slurries quality；
B, stop driving measures of preventing water, after shield stops, dual slurry is injected in the section of jurisdiction tunnel of portal position, reinforce sealing effect
Fruit thoroughly blocks the gap between section of jurisdiction and portal, every endless tube piece two sides hole for hoist aperture as inspection hole, Checking on effect.
The present invention is further arranged to: double slurries use cement and water ratio for the slurries of 1:0.8 and water and water
Glass ratio is the slurries of 1:1 as second pulp feeding material.
The present invention is further arranged to: the grouting pressure value are as follows: 0.1~0.3Mpa.
The present invention is further arranged to: the step 4, portal and end reinforce coring the following steps are included:
(1) vertical and horizontal boring and coring is carried out to portal before shield receives, vertical coring is drilled using geological drilling rig
Coring, reinforcing body amount detection must not be less than 1%, and must not be less than 5；
(2) ensure that drilling machine not run-off the straight, displacement, drill core hole perpendicularity deviation during drill core are not more than 0.5%；
(3) when stake top face is larger at a distance from rig substructure, mounting hole pipe is answered, orifice tube should be vertical and secured；
(4) in drilling process, the interior circulating water flow that drills must not be interrupted, and should adjust rate of penetration according to return water sand content and color；
(5) when mentioning brill and unloading coring sample, unloading drill bit and reamer are forbidden to beat and unload core；
(6) every footage per round trip preferably controls in 1.5m, when being drilled into bottom, drills through sediment and measures sediment thickness, and support to stake
Power layer ground character is identified.
The present invention is further arranged to: the step 5, and shield attitude and tunnel are reinforced in the location 50m before shield machine reaches
Road linear measurement, timely correction deviation, it is ensured that shield successfully enters from arrival mouth.
The present invention is further arranged to: shield when necessary adjustment tunnel holing through is carried out according to the station portal position of actual measurement
Structure machine knife disk position, its cutterhead plane deviation permissible value is plane≤± 20mm, elevation≤± 20mm, shield slope when tunnel holing through
Degree bigger compared with design grade 0.2%.
The present invention is further arranged to: the step 6, and 3 row monitoring points are arranged in earth's surface, and spacing 5m mono-, covering is entire
Reception area, the situation of change of each measuring point is measured by datum mark, and is made a record, and with original number ready-made before engineering construction
It compares according to record.
In conclusion advantageous effects of the invention are as follows:
With can suitable for water-rich sand layer big cross section geology shield machine reach ventilating shaft when construction, avoid occur water burst, gush
The case where sand or collapsing, generates.
Specific embodiment
For a kind of subway station water-rich sand layer big cross section arrival construction technology disclosed by the invention, including following step
It is rapid:
Step 1, Farm Planning:
(1) construction site prepares, and clears up construction site, and install the corollary equipments such as water pump and headlamp, to receive work
It is ready work；
(2) portal repetition measurement and measure axis, project management department should organize survey crew to carry out repetition measurement to shield well main body, and measurement is practical inclined
Residual quantity provides data for arrival and supports, main repetition measurement project includes: shield well floor level, bottom plate longitudinal slope, in portal
The heart, side wall and headwall location and gradient, bottom girder position；
Step 2, end precipitation and the hardening of end place are reached:
Consolidate situation according to hydrogeologic condition and arrival end soil body power mouth, the level of ground water around portal is down to portal bottom
Absolute altitude is hereinafter, the large-scale crane that shield machine lifting uses, lifting region use compactness to return for the C30 concrete of 2400kg/m3
It fills out, is laid with φ 14 and asks away from the double-deck mesh sheet concrete thickness for being 15cm for 20cm × 20cm, the high spacing of layer not less than 20cm, perform
It can satisfy after 28 days needed for shield lifting；
Step 3, bracket is received to go into the well, put and reinforce:
(1) first by measurement group, bottom plate fixes two level control points (one is fixed on portal center AT STATION before mounting bracket
On line, another is tunnel center line), the left-right position of originating station is accurately positioned according to the bracing wire of two o'clock；Shield or so line support
The absolute altitude that frame originates pedestal reduces 10mm, prevents shield machine from " gnawing " bracket, then bracket is installed in scheduled position as required
It sets, and is checked by measurement group, after completing positioning, bracket is fixed；
(2) before shield machine reception, hard lubricating oil is applied on the track of originating station to reduce shield machine on bracket to being pushed forward
Into when resistance, rail level and carriage rail rail level be in the same plane on bracket；
Step 4, portal and end reinforce coring:
(1) vertical and horizontal boring and coring is carried out to portal before shield receives, vertical coring is drilled using geological drilling rig
Coring, reinforcing body amount detection must not be less than 1%, and must not be less than 5, and the drill core hole count and bore position by inspection stake are answered
Meet: the 1 drill core hole a every, b position of opening are located at two occlusion positions；
(2) drilling equipment installation must it is straight, firm, pedestal is horizontal, drilling machine vertical shaft center, head sheave center (overhead traveling crane forward position point of contact)
It must be on same plumb line with orifice center, it should be ensured that drilling machine not run-off the straight, displacement, drill core hole during drill core is vertical
It spends deviation and is not more than 0.5%；
(3) when stake top face is larger at a distance from rig substructure, mounting hole pipe is answered, orifice tube should be vertical and secured；
(4) in drilling process, the interior circulating water flow that drills must not be interrupted, and should adjust rate of penetration according to return water sand content and color；
(5) when mentioning brill and unloading coring sample, unloading drill bit and reamer is answered, forbids to beat and unloads core；
(6) every footage per round trip preferably controls in 1.5m, when being drilled into bottom, drills through sediment and measures sediment thickness, and support to stake
Power layer ground character is identified；
Step 5, attitude of shield machine adjusts；
(1) in shield driving to arrival range, the position of shield machine is accurately measured, it is clear in hole tunnel
The relationship of mandrel line and Tunnel Design central axis；
(2) review measurement is carried out to receiving portal and bracket locations, determine the perforation posture and driving attitude and driving of shield machine
Correction plan, correction will be gradually completing；
(3) shield attitude and tunnel linear measurement are reinforced in the location 50m before shield machine reaches, and timely correction deviation ensures that shield is suitable
Sharply enter from arrival mouth；
(4) cutter head of shield machine position when necessary adjustment tunnel holing through is carried out according to the station portal position of actual measurement, tunnel passes through
Its cutterhead plane deviation permissible value is plane≤± 20mm, elevation≤± 20mm when logical, and the shield gradient is bigger compared with design grade
0.2%；
Step 6, measurement monitoring is received:
(1) during arrival driving, shield attitude and section of jurisdiction posture must assure that every ring one is surveyed, and in time by manual measurement
Result feedback shield responsible person and Central Control Room, and report and submit management in time, ground monitoring want 24 hours two classes it is lasting carry out, monitoring
Data will be conveyed in time；
(2) 3 row monitoring points are arranged in earth's surface, spacing 5m mono-, cover entire reception area, the variation of each measuring point is measured by datum mark
Situation, and make a record, and compared with original data record ready-made before engineering construction；
Step 7, arrival is constructed:
(1) section working measure is reached:
A, reaching section axis is straight line, when cutter head of shield machine contacts plain concrete wall, it is ensured that shield machine horizontal attitude and perpendicular attitude with
Axis is overlapped, and deviation allowable value is ± 5mm；
B, it must assure that synchronous grouting amount (12m3) when reaching section construction, and second pulp feeding needs synchronized tracking slip casting, mend slurry slurry
Liquid uses dual slurry；
C, after shield machine shield tail passes through plain concrete wall, survey crew positions plain concrete wall displacement, makes seal ring in plain concrete wall displacement,
Prevent rear water；
D, the of short duration shutdown after cutterhead contacts building enclosure, downtime are 2~3 hours, pressure change in main detection soil storehouse,
Judge rear water situation, if soil pressure is held essentially constant, next step construction procedure can be carried out；If soil pressure changes greatly, immediately
Carry out second pulp feeding, and follow a small amount of multiple principle, after stopping slip casting, continue to observe soil pressure variation, if soil pressure still have it is bright
Aobvious variation, continues slip casting, after stopping slip casting, soil pressure is unchanged, while checking whether equipment is problematic, sets after preventing brokenly wall
It is standby to stop working suddenly, cause water burst to gush sand；
E, after meeting condition of acceptance, start rotor mill building enclosure, driving speed is maintained at 5mm~10mm/min；
F, cutterhead is by if the gap water burst between excavation face and shield body gushes sand, continuing to tunnel, in cord rubber after building enclosure
After the fully wrapped around firmly shield body of offset plate, a injected hole reserved from section of jurisdiction carries out slip casting, if hydraulic pressure is larger, and without quicksand phenomenon, then
Polyurethane is injected into hole, if flowing water quicksand, injects dual slurry；It tunnels to shield machine to section of jurisdiction and only stays last one of shield tail brush
When, stop driving, a circle wirerope, and tense wire rope are bundled on the outside of cord rubber slab, is prevented because grouting pressure is excessive, slurry
Liquid is gushed out from cord rubber slab and shield body gap, finally continues to reserve injected hole injection slurries from section of jurisdiction, until anhydrous outflow；
G, grouting quality is checked in last endless tube piece slip casting hole site aperture, if from tapping flowing water, no flowing water then continues
Driving, until last shield tail completely disengages section of jurisdiction；
H, after the completely out shield tail of shield tail, portal closure is carried out immediately, prevents from leading to portal reinforcing body because exposure duration is too long
Failure, causes water burst to gush sand；
(2) installation of final tache section of jurisdiction:
A, installation section of jurisdiction, which is finished, tightens all vertical and horizontal bolts with pneumatic impact wrench, and when next ring is tunneled to 1.2m or so
Fastening bolt again need to tighten up three times section of jurisdiction, and be attached tricyclic section of jurisdiction with channel steel in injected hole, connect between every tricyclic
It connects at no less than six, and arranged in dislocation, installation length is no less than 15 rings；
B, it in strict accordance with operating instruction segment assembly, while preventing between section of jurisdiction and the fissure of displacement, step difference occurs；In assembled process
In, guarantee gap of the shield tail, increase the injection rate of shield tail grease, and keep synchronous grouting, prevents shield tail water burst, gushes sand
C, it should ensure that sealing rod is not damaged, is not pre-expanded before the installation of section of jurisdiction, and clean out the soil of the quarrel on section of jurisdiction and mortar in time
Deng；It also needs to clean out at shield tail, guarantees pipe sheet assembling quality.(2) portal sealing:
A, measures of preventing water when promoting during arrival, carries out dual slurry slip casting after shield tail, and every ring all repeatedly, is repeatedly mended
Dual slurry is infused, by the radial hole of body in shield, dual slurry is infused to outside shield body, blocks the gap between shield body and the soil body, is guaranteed same
Walk grouting amount and grind slurries quality；
B, stop driving measures of preventing water, after shield stops, dual slurry is injected in the section of jurisdiction tunnel of portal position, reinforce sealing effect
Fruit thoroughly blocks the gap between section of jurisdiction and portal, every endless tube piece two sides hole for hoist aperture as inspection hole, Checking on effect；
C, dual slurry slip casting: the slurries for using cement and water ratio to be 1:1 for the slurries of 1:0.8 and water and waterglass ratio are made
For second pulp feeding material, grouting pressure value are as follows: 0.1~0.3Mpa；
This technique can suitable for water-rich sand layer big cross section geology shield machine reach ventilating shaft when construction, avoid occur water burst,
The case where gushing sand or collapsing generation.
The embodiment of present embodiment is presently preferred embodiments of the present invention, not limits protection of the invention according to this
Range, therefore: the equivalence changes that all structures under this invention, shape, principle are done, should all be covered by protection scope of the present invention it
It is interior.
Claims (9)
1. a kind of subway station water-rich sand layer big cross section shield-tunneling construction technique, it is characterised in that: the following steps are included:
Step 1, Farm Planning: clearing up construction site, carries out repetition measurement to shield well main body, measures actual deviation amount, be
Arrival provides data and supports；
Step 2, place harden: the level of ground water around portal is down to portal elevation of bottom hereinafter, place use compactness for
It is mixed to be laid with the double-deck mesh sheet that 14 spacing of φ is 20cm × 20cm, the high spacing of layer is 15cm for the C30 concrete backfill of 2400kg/m3
Solidifying soil, thickness are not less than 20cm；
Step 3, it receives bracket to go into the well, put and reinforce: being accurately positioned the left-right position of originating station before mounting bracket；Shield is left
The absolute altitude that right line bracket originates pedestal reduces 10mm, prevents shield machine from " gnawing " bracket, is then installed in bracket as required pre-
It on fixed position, is checked, after completing positioning, bracket is fixed；
Step 4, portal and end reinforce coring: carrying out vertical and horizontal boring and coring to portal before shield receives, vertically take
Core carries out boring and coring operation using geological drilling rig；
Step 5, attitude of shield machine adjusts: in shield driving to arrival range, carrying out to the position of shield machine accurate
Measurement, the clear relationship at hole tunnel central axis and Tunnel Design central axis, while to reception portal and bracket locations into
Row review measurement determines the perforation posture and driving correction plan of shield machine；
Step 6, receive measurement monitoring: during arrival driving, shield attitude and section of jurisdiction posture must assure that every ring one is surveyed,
And the result of manual measurement is fed back into shield Central Control Room, lasting progress in ground monitoring 24 hours；
Step 7, arrival is constructed:
A, reaching section axis is straight line, when cutter head of shield machine contacts plain concrete wall, it is ensured that shield machine horizontal attitude and perpendicular attitude with
Axis is overlapped, and deviation allowable value is ± 5mm；
B, it must assure that synchronous grouting amount 12m3 when reaching section construction, and second pulp feeding needs synchronized tracking slip casting, mend slurry slurries
Using dual slurry；
C, after shield machine shield tail passes through plain concrete wall, survey crew positions plain concrete wall displacement, makes seal ring in plain concrete wall displacement,
Prevent rear water；
D, the of short duration shutdown after cutterhead contacts building enclosure, downtime are 2~3 hours, observe pressure change in native storehouse, judgement
Rear water situation can carry out next step construction procedure if soil pressure is held essentially constant, if soil pressure changes greatly, carry out immediately
Second pulp feeding after stopping slip casting, continues to observe soil pressure variation, if soil pressure still has significant change, continues slip casting, until stopping infusing
After slurry, soil pressure is unchanged, while checking whether equipment is problematic, prevents brokenly equipment after wall from stopping working suddenly, water burst is caused to gush
It is husky；
E, after meeting condition of acceptance, start rotor mill building enclosure, driving speed is maintained at 5mm~10mm/min；
F, cutterhead is by if the gap water burst between excavation face and shield body gushes sand, continuing to tunnel, in cord rubber after building enclosure
After the fully wrapped around firmly shield body of offset plate, a injected hole reserved from section of jurisdiction carries out slip casting, if hydraulic pressure is larger, and without quicksand phenomenon, then
Polyurethane is injected into hole, if flowing water quicksand, injects dual slurry；It tunnels to shield machine to section of jurisdiction and only stays last one of shield tail brush
When, stop driving, a circle wirerope, and tense wire rope are bundled on the outside of cord rubber slab, is prevented because grouting pressure is excessive, slurry
Liquid is gushed out from cord rubber slab and shield body gap, finally continues to reserve injected hole injection slurries from section of jurisdiction, until anhydrous outflow；
G, grouting quality is checked in last endless tube piece slip casting hole site aperture, if from tapping flowing water, no flowing water then continues
Driving, until last shield tail completely disengages section of jurisdiction；
H, after the completely out shield tail of shield tail, portal closure is carried out immediately, prevents from leading to portal reinforcing body because exposure duration is too long
Failure, causes water burst to gush sand.
2. a kind of subway station water-rich sand layer big cross section shield-tunneling construction technique according to claim 1, it is characterised in that: institute
The step 7 stated, further includes the installation of last ring plate, the installation of last ring plate the following steps are included:
A, installation section of jurisdiction, which is finished, tightens all vertical and horizontal bolts with pneumatic impact wrench, and when next ring is tunneled to 1.2m or so
Fastening bolt again need to tighten up three times section of jurisdiction, and be attached tricyclic section of jurisdiction with channel steel in injected hole, connect between every tricyclic
It connects at no less than six, and arranged in dislocation, installation length is no less than 15 rings；
B, stringent segment assembly prevents between section of jurisdiction and the fissure of displacement, step difference occurs；During assembly, guarantee gap of the shield tail,
The injection rate of shield tail grease is increased, and keeps synchronous grouting, shield tail water burst is prevented, gushes sand；
C, it should ensure that sealing rod is not damaged, is not pre-expanded before the installation of section of jurisdiction, and clean out the soil of the quarrel on section of jurisdiction and mortar in time
Deng；It also needs to clean out at shield tail, guarantees pipe sheet assembling quality.
3. a kind of subway station water-rich sand layer big cross section shield-tunneling construction technique according to claim 1, it is characterised in that: institute
The step 7 stated, further includes portal sealing, portal sealing the following steps are included:
A, measures of preventing water when promoting during arrival, carries out dual slurry slip casting after shield tail, and every ring all repeatedly, is repeatedly mended
Dual slurry is infused, by the radial hole of body in shield, dual slurry is infused to outside shield body, blocks the gap between shield body and the soil body, is guaranteed same
Walk grouting amount and grind slurries quality；
B, stop driving measures of preventing water, after shield stops, dual slurry is injected in the section of jurisdiction tunnel of portal position, reinforce sealing effect
Fruit thoroughly blocks the gap between section of jurisdiction and portal, every endless tube piece two sides hole for hoist aperture as inspection hole, Checking on effect.
4. a kind of subway station water-rich sand layer big cross section shield-tunneling construction technique according to claim 3, it is characterised in that: institute
State double slurries use cement and water ratio for the slurries of 1:0.8 and water and waterglass ratio be 1:1 slurries as secondary benefit
Pulp material.
5. a kind of subway station water-rich sand layer big cross section shield-tunneling construction technique according to claim 4, it is characterised in that: institute
State grouting pressure value are as follows: 0.1~0.3Mpa.
6. a kind of subway station water-rich sand layer big cross section shield-tunneling construction technique according to claim 1, it is characterised in that: institute
The step 4 stated, portal and end reinforce coring the following steps are included:
(1) vertical and horizontal boring and coring is carried out to portal before shield receives, vertical coring is drilled using geological drilling rig
Coring, reinforcing body amount detection must not be less than 1%, and must not be less than 5；
(2) ensure that drilling machine not run-off the straight, displacement, drill core hole perpendicularity deviation during drill core are not more than 0.5%；
(3) when stake top face is larger at a distance from rig substructure, mounting hole pipe is answered, orifice tube should be vertical and secured；
(4) in drilling process, the interior circulating water flow that drills must not be interrupted, and should adjust rate of penetration according to return water sand content and color；
(5) when mentioning brill and unloading coring sample, unloading drill bit and reamer are forbidden to beat and unload core；
(6) every footage per round trip preferably controls in 1.5m, when being drilled into bottom, drills through sediment and measures sediment thickness, and support to stake
Power layer ground character is identified.
7. a kind of subway station water-rich sand layer big cross section shield-tunneling construction technique according to claim 1, it is characterised in that: institute
The step 5 stated, shield attitude and tunnel linear measurement, timely correction deviation, it is ensured that shield are reinforced in the location 50m before shield machine reaches
Structure successfully enters from arrival mouth.
8. a kind of subway station water-rich sand layer big cross section shield-tunneling construction technique according to claim 7, it is characterised in that: root
The station portal position factually surveyed carries out cutter head of shield machine position when necessary adjustment tunnel holing through, its cutterhead when tunnel holing through
Plane deviation permissible value is plane≤± 20mm, elevation≤± 20mm, the shield gradient bigger compared with design grade 0.2%.
9. a kind of subway station water-rich sand layer big cross section shield-tunneling construction technique according to claim 1, it is characterised in that: institute
The step 6 stated, earth's surface are arranged 3 row monitoring points, spacing 5m mono-, cover entire reception area, measure each measuring point by datum mark
Situation of change, and make a record, and compared with original data record ready-made before engineering construction.
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| CN111400645A (en) * | 2020-03-20 | 2020-07-10 | 南京坤拓土木工程科技有限公司 | Simplified method for estimating soil pressure distribution condition of water-rich sand layer at opening of cutter head |
| CN112943266A (en) * | 2021-03-15 | 2021-06-11 | 广东工业大学 | Method for reinforcing water-rich sand layer with high-flow-rate underground water through high-pressure rotary jet grouting |
| CN113482632A (en) * | 2021-08-12 | 2021-10-08 | 中铁十二局集团有限公司 | Shield tunneling machine starting construction method with external water-rich silt stratum grouting pipe |
| CN114320321A (en) * | 2021-12-20 | 2022-04-12 | 中国水利水电第十四工程局有限公司 | Receiving construction method for shield machine in composite stratum with sand layer |
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