CN107091095A - Existing tunnel MJS engineering methods stake reinforcement system and construction method are worn under water-rich sand layer shield - Google Patents
Existing tunnel MJS engineering methods stake reinforcement system and construction method are worn under water-rich sand layer shield Download PDFInfo
- Publication number
- CN107091095A CN107091095A CN201710464607.9A CN201710464607A CN107091095A CN 107091095 A CN107091095 A CN 107091095A CN 201710464607 A CN201710464607 A CN 201710464607A CN 107091095 A CN107091095 A CN 107091095A
- Authority
- CN
- China
- Prior art keywords
- tunnel
- mjs
- construction
- engineering methods
- stake
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Pending
Links
Classifications
-
- 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
- E21D9/04—Driving tunnels or galleries through loose materials; Apparatus therefor not otherwise provided for
-
- 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 DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D7/00—Shaft equipment, e.g. timbering within the shaft
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D8/00—Shafts not provided for in groups E21D1/00 - E21D7/00
-
- 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
Abstract
The invention provides existing tunnel MJS engineering methods stake reinforcement system and construction method are worn under water-rich sand layer shield in a kind of urban subway tunnel technical field of construction.The main construction procedure of this kind of reinforcement system has：(a) operation tunnel section of jurisdiction security status is investigated, monitoring system layout in (b) tunnel；(c) construction shaft；(d) MJS leveling pegs strengthening construction；(e) consolidation effect is detected；(f) vertical shaft is filled.This kind of method reinforces proposed tunnel and water-rich sand layer between operation tunnel by applying MJS leveling pegs in vertical shaft, and detected after the completion of construction, ensure consolidation effect, so as to reduce the influence in proposed tunneling shield tunneling process to top operation tunnel, tunneling shield is worn under tunneling, everything goes well with your work is carried out.
Description
Technical field
The present invention relates to Construction of City Tunnel technical field, existing tunnel MJS works are more particularly to worn under water-rich sand layer shield
Method stake reinforcement system and its construction method.
Background technology
In recent years, as Chinese Urbanization level is improved constantly, urban track traffic demand is increasingly increased, city rail
Construction technology obtains fast development.In existing track construction technology, usually used shield machine progress tunnel piercing, but city
Track circuit plans the situation for inevitably wearing existing tunnel down, if construction wrong, will lead to top and has runed tunnel
Road additional stress and relative settlement.In existing construction technology, generally use surface grout injection to reinforce and dug with reducing proposed tunneling shield
Enter influence of the construction to existing operation tunnel.
, may be due to rich water if continuing to use above-mentioned construction method when the soil body is water-rich sand layer between cross tunnel
Layer of sand void ratio is big, and slurries gelling time is long, and diffusion velocity is fast, and range of scatter is big, causes grouting in soil mass not full, it is impossible to effectively
Water stopping function is realized, soil strength can not be also improved, when bottom tunneling shield tunneling construction, the soil body easily occurs sedimentation and become
Shape, shows as operation tunnel relative settlement and additional stress increases, the problems such as section of jurisdiction is damaged serious, meanwhile, surface grout injection adds
Gu construction method construction intensity is big, and routinely tunneling boring reinforcing mode is easily caused compared with large-engineering waste.
The content of the invention
It is an object of the invention to：Tunneling shield tunneling construction is carried out in water-rich sand layer, is existed above construction tunnel
Operation tunnel, when being reinforced using surface grout injection, because water-rich sand layer void ratio is big, grouting quality is poor, it is impossible to effective sealing with
Soil body own wt is supported, causing top, operation tunnel differential deformation and additional stress are excessive, section of jurisdiction is impaired serious, and ground
Grouting and reinforcing construction intensity is big, and there is provided wear existing tunnel MJS engineering methods under a kind of water-rich sand layer shield during the problems such as engineering wastes many
Stake reinforcement system and its construction method, this method are carried out by applying the horizontal pile bodies of MJS in vertical shaft the soil body cross tunnel
Reinforce, and detected after the completion of construction, it is ensured that consolidation effect, it is to avoid runed tunneling shield tunneling construction process middle and upper part
Tunnel settlement after construction is with deforming the problems such as excessive and section of jurisdiction is damaged serious.
In order to realize foregoing invention purpose, the invention provides following technical scheme：
The construction method of existing tunnel MJS engineering methods stake reinforcement system is worn under water-rich sand layer shield, is comprised the following steps：
A, the investigation of operation tunnel section of jurisdiction security status；
Monitoring system layout in b, tunnel；
C, construction shaft；
D, MJS leveling peg strengthening construction；
E, detection consolidation effect；
F, vertical shaft landfill.
In above-mentioned construction procedure, by the way that operation tactics section of jurisdiction security status is investigated to top, its tunnel lining is verified
Existing deformation and existing crack situation are built, foundation is provided on top operation tunnel influence for subsequent analysis MJS engineering methods pile driving construction,
And pass through potential safety hazard during crack repairing elimination part MJS engineering method pile driving constructions.Wherein described deformation investigation is mainly tunnel lining
Build circumferential deformation and the change of arch axis shape in tunnel caused by linear deformation and section of jurisdiction form；The investigation of cracks mainly includes to ring
Crack etc. detects at seam, longitudinal joint, section of jurisdiction crack and injected hole, bolt hole.
When taking above-mentioned construction procedure, monitoring system layout is tunnel internal strain-ga(u)ge unit, slit gauge and settlement monitoring in tunnel
The arrangement of system.Wherein, the strain is calculated as hoop strain meter, and crack is calculated as circumferential weld slit gauge and longitudinal joint slit gauge.By
Top arrangement settlement monitoring system, hoop strain meter and ring, longitudinal joint slit gauge in operation tunnel, can in real time monitor and find out
MJS engineering method pile driving construction processes are to the affecting laws of top operation tunnel, so that distinguish top operation tunnel deformation present situation, and
Guiding construction.
In above-mentioned construction procedure, before construction MJS leveling pegs, on plan-position, apart from top on proposed tunnel axis
Empty size 8m × 6m, long side direction and proposed tunnel axis direction in construction shaft at operation tunnel side 5m positions, vertical shaft
Vertically；Horizontal support and bottom plate are provided with vertical shaft, bottom plate depth is more than MJS leveling peg reinforcement depths.
Soil stabilization zone cross-sectional is domed between cross tunnel, reinforce section length be from vertical shaft to distal side operation tunnel outside
3m, thickness is essentially soil body thickness between cross tunnel；MJS divergences, stake length direction is proposed tunnel axis direction；Every
MJS are lower semi-circular, stake footpath 2m；For make slurries progressively fill extruding cross tunnel between the soil body, MJS pile driving constructions order for a left side
Downside pile body (lower right side pile body) --- middle and lower part pile body --- lower right side pile body (lower left side pile body) --- remaining pile body interval
Construction.
Above-mentioned form of construction work is taken to when the soil body carries out consolidation process between proposed tunnel and top operation tunnel, MJS
Body uses neat slurry, and its ratio of mud is 1:1, maximum spray pressure is 40MPa.
In step d, MJS leveling pegs work progress can be decomposed into following steps in detail：
D1, control point arranged in construction area using total powerstation, pass through control point and carry out stake position setting-out；
D2, drilling rod veer away, i.e., drilling rod level veers away to design attitude drawing in hole, the difficulty if drilling rod veers away, opening cuts hole
Water progress is normally cut hole drill and entered；
D3, to stacks and drill bit, during docking, conscientiously check sealing ring situation, see whether lack or damage, pressure is whether in ground
Display is normal；
D4, repeat c2 and c3 steps, until drill bit, drilling rod in place；
D5, drill bit are reached behind precalculated position, set each technological parameter, including swing angle, pulling speed, winding number etc., and open
Begin to improve；
D6, positioning injection, first open suck-back current and suck-back air, when confirming that plasma discharge is normal, open spoil disposal valve, open high pressure
Cement pump and primary air air compressor machine.Sprayed downwards with water first and set 50cm, pressure is 10MPa, water is then switched to cement mortar, bored
Bar veers away again starts injection improvement downwards afterwards in place；
D7, open water under high pressure dredge pump when, pressure can not be too high, should progressively be pressurized, until reaching specified pressure, i.e. 40MPa,
After reaching specified pressure and confirming that pressure is normal in ground, it can just start back to pull out；
Pressure in ground is monitored closely when d8, construction, when pressure is abnormal, it is necessary to adjust pulp-expelling valve size, control ground internal pressure in time
Power is within safe range；
The stake sealing of hole construction of d9, MJS horizontal reinforcing；
D10, when return pull out a drilling rod after, drilling rod is dismantled；
D11, repetition above step, until construction terminates.
When taking the aforesaid way horizontal pile driving construction of carry out, during horizontal drilling construction anti-spouting device should be installed first,
Slurries are gushed from aperture and oozed out during preventing whitewashing, cause expanded diameter small, slurries are not full, and reinforcing body infiltration coefficient is big,
The problems such as low intensity.
In above-mentioned construction procedure, MJS engineering method pile driving constructions employ the antipriming pipe of uniqueness and device is caused in front end, described porous
Pipe by discharge pipeline, water under high pressure mud tube, primary air pipe, suck-back air hose, suck-back water pipe, mud valve sensor control lines road pipe,
Cut the composition such as hole sparge pipe, antipriming pipe link bolt hole, spare duct；Cause that pressure sensing is distributed with device in the front end
Device, mud discharging mouth, mouth spray etc..
After the completion of the horizontal pile driving constructions of MJS, 10 coring points must be chosen to the stabilization zone soil body and carry out vertical core pulling detection, detection
Content includes pile effective pile diameter, core sample uniaxial compressive strength, pile body overlap joint thickness, pile horizontal gradient error etc..MJS leveling pegs
Stabilization zone should meet pile effective pile diameter not less than pile body diameter, i.e., not less than 2m；Core sample uniaxial compressive strength is not less than
1.0MPa；Pile body overlap joint thickness is not less than 0.4m, and lap body should be continuous；Pile horizontal gradient error is not more than 1/100.Check and close
After lattice, vertical shaft is filled.
Brief description of the drawings
Fig. 1 is the construction method flow chart that existing tunnel MJS engineering methods reinforcement system is worn under water-rich sand layer shield of the present invention.
Fig. 2 is MJS engineering method pile driving construction floor map.
Fig. 3 is MJS engineering method pile driving construction vertical section schematic diagrams.
Fig. 4 is MJS engineering method pile driving construction schematic cross sections.
Fig. 5 is MJS engineering method pile driving construction flow charts.
Marked in figure：1-top operation tunnel；The proposed tunnel in 2-bottom；3-vertical shaft；4-MJS stabilization zones；5-vertical shaft
Connect wall；6-MJS；7-vertical shaft horizontal support；8-shaft floor.
Embodiment
With reference to test example and embodiment, the present invention is further elaborated.But it should not be construed as this
The scope for inventing above-mentioned theme is only limitted to following embodiment, all to belong to the present invention based on the technology that present invention is realized
Category.
The present embodiment is used for a kind of construction that existing tunnel MJS engineering methods stake reinforcement system is worn under water-rich sand layer shield
Close.
As shown in figure 1, existing tunnel MJS engineering methods stake reinforcement system and its construction method are worn under water-rich sand layer shield, including
Following steps：
A, the investigation of operation tunnel section of jurisdiction security status；
Monitoring system layout in b, tunnel；
C, construction shaft；
D, MJS leveling peg strengthening construction；
E, detection consolidation effect；
F, vertical shaft landfill；
In above-mentioned construction procedure, by the way that row operation tunnel section of jurisdiction security status is investigated to top, its tunnel-liner is verified
Existing deformation and existing crack situation, for analyze follow-up MJS engineering methods pile driving construction to top operation tunnel affecting laws provide according to
According to, and pass through potential safety hazard during crack repairing elimination part MJS engineering methods stake.(MJS engineering methods, MJS engineering methods (Mixed Jet
System) it is also known as comprehensive high-pressure injection engineering method).
When taking above-mentioned construction procedure, monitoring system layout is top operation tunnel internal strain-ga(u)ge unit, slit gauge and sedimentation prison
Survey system is arranged.The strain is calculated as hoop strain meter, and slit gauge is mainly circumferential weld slit gauge and longitudinal joint slit gauge.By upper
Portion arrangement settlement monitoring system, hoop strain meter and ring, longitudinal joint slit gauge in operation tunnel, can in real time monitor and find out MJS
To the affecting laws of top operation tunnel during engineering method pile driving construction, so that distinguish that whether safe operation tunnel is on top, and
According to real-time monitoring feedback information guiding construction, construction parameter is adjusted in time, reduces the influence to top operation tunnel.
As shown in Fig. 2 before MJS leveling peg consolidation process is carried out the soil body cross tunnel, for convenience of constructing, from plane
Position is seen, must be set on the proposed tunnel axis in bottom at top operation tunnel side 5m positions in vertical shaft, vertical shaft
Empty 8m × 6m, long side direction is vertical with proposed tunnel axis direction.
As shown in Fig. 2 MJS divergences, stake length direction is that dotted portion is represented in proposed tunnel axis direction, figure
MJS leveling peg reinforcing scopes；Between cross tunnel soil stabilization length be from vertical shaft to distal side operation tunnel outside 3m, reinforce thickness base
This is soil body thickness between cross tunnel.
As shown in Figures 3 and 4, vertical shaft is made up of ground-connecting-wall, horizontal support and bottom plate, and ground-connecting-wall thickness 0.8m, bottom plate depth is big
In MJS engineering methods stake reinforcement depth；MJS stabilization zones cross section is domed, 13 pile bodies is had in reinforcing area, every MJS
For lower semi-circular, stake footpath 2m；MJS pile driving constructions order is lower left side pile body (lower right side pile body) --- lower right side pile body (lower left side
Pile body) construction of --- middle and lower part pile body --- remaining pile body interval, top and the bottom can be effectively altered in steps with such a sequence of construction
Soil body density between tunnel, reduces stabilization zone soil body permeability, improves stabilization zone soil strength, reduces and is worn under tunneling shield driving
Top operation tunnel when soil deformation, and contribute to reduce settlement after construction, so as to protect top operation tunnel.
As shown in figure 5, MJS leveling peg work progress comprises the following steps：
D1, control point arranged in construction area using total powerstation, pass through control point and carry out stake position setting-out；
D2, drilling rod veer away, i.e., drilling rod level veers away to design attitude drawing in hole, the difficulty if drilling rod veers away, opening cuts hole
Water progress is normally cut hole drill and entered；
D3, to stacks and drill bit, during docking, conscientiously check sealing ring situation, see whether lack or damage, pressure is whether in ground
Display is normal；
D4, repeat c2 and c3 steps, until drill bit, drilling rod in place；
D5, drill bit are reached behind precalculated position, set each technological parameter, including swing angle, pulling speed, winding number etc., and open
Begin to improve；
D6, positioning injection, first open suck-back current and suck-back air, when confirming that plasma discharge is normal, open spoil disposal valve, open high pressure
Cement pump and primary air air compressor machine.Sprayed downwards with water first and set 50cm, pressure is 10MPa, water is then switched to cement mortar, bored
Bar veers away again starts injection improvement downwards afterwards in place；
D7, open water under high pressure dredge pump when, pressure can not be too high, should progressively be pressurized, until reaching specified pressure, i.e. 40MPa,
After reaching specified pressure and confirming that pressure is normal in ground, it can just start back to pull out；
Pressure in ground is monitored closely when d8, construction, when pressure is abnormal, it is necessary to adjust pulp-expelling valve size, control ground internal pressure in time
Power is within safe range；
The stake sealing of hole construction of d9, MJS horizontal reinforcing；
D10, when return pull out a drilling rod after, drilling rod is dismantled；
D11, repetition above step, until construction terminates.
Above-mentioned form of construction work is taken to when the soil body carries out consolidation process between proposed tunnel and top operation tunnel, MJS water
Flat stake pile body uses neat slurry, and the cement mortar ratio of mud is 1:1, maximum spray pressure is 40MPa.
After the completion of the horizontal pile driving constructions of MJS, 10 coring points must be chosen to the stabilization zone soil body and carry out vertical core pulling inspection, checked
Content includes pile effective pile diameter, core sample uniaxial compressive strength, pile body overlap joint thickness, pile horizontal gradient error etc..MJS leveling pegs
Stabilization zone should meet pile effective pile diameter not less than pile body diameter, i.e., not less than 2m；Core sample uniaxial compressive strength is not less than
1.0MPa；Pile body overlap joint thickness is not less than 0.4m, and lap body should be continuous；Pile horizontal gradient error is not more than 1/100.Check and close
After lattice, vertical shaft is filled.
Existing tunnel MJS engineering methods stake reinforcement system is worn under the present embodiment water-rich sand layer shield and its construction method passes through under
The proposed tunnel in portion and top apply MJS leveling pegs between operation tunnel and the transposition section soil body are reinforced, and improve between cross tunnel
Soil strength, reduces soil body permeability, reduces under the tunneling shield driving of bottom through soil deformation caused by journey and settlement after construction
Deformation, protects the top molded tunnel safety of operation tunnel and bottom.
From above-described embodiment, the reinforcement system of this patent, including the top proposed tunnel of operation tunnel and bottom, on
Portion sets MJS stabilization zones between the proposed tunnel of operation tunnel and bottom；Axial direction of the MJS stabilization zones along the proposed tunnel in bottom is set
Put；MJS stabilization zones include some axially arranged MJS leveling pegs along the proposed tunnel in bottom.The proposed tunnel in bottom is communicated with perpendicular
Vertical shaft horizontal support is installed in well, vertical shaft.
Claims (10)
1. the construction method of existing tunnel MJS engineering methods stake reinforcement system is worn under a kind of water-rich sand layer shield, it is characterised in that including
Following construction procedure：
A, the investigation of operation tunnel section of jurisdiction security status；
Monitoring system layout in b, tunnel；
C, construction shaft；
D, MJS leveling peg strengthening construction；
E, detection consolidation effect；
F, vertical shaft landfill.
2. the construction method of existing tunnel MJS engineering methods stake reinforcement system is worn under water-rich sand layer shield according to claim 1, its
It is characterised by, in step a, security status investigation in the operation tactics section of jurisdiction includes existing deformation investigation and adjusted with crack
Look into；The deformation investigation is mainly tunnel-liner circumferential deformation and the change of tunnel arch axis shape and section of jurisdiction caused by linear deformation
Existing form；The investigation of cracks is mainly including crack at circumferential weld, longitudinal joint, section of jurisdiction crack and injected hole, bolt hole；
Investigated by Tunnel Lining Deformation, distinguish existing operation tunnel deformation present situation, be follow-up MJS engineering methods stake reinforcement system construction
Caused top operation tunnel deformation analysis provides foundation；Distinguish that existing operation tunnel is existing safely by Tunnel Lining Cracks investigation
Shape, and be that follow-up MJS engineering methods stake reinforcement system construction eliminates Partial security hidden danger by crack repairing.
3. the construction method of existing tunnel MJS engineering methods stake reinforcement system is worn under water-rich sand layer shield according to claim 1, its
It is characterised by, in stepb, monitoring system layout includes top operation tunnel internal strain-ga(u)ge unit, slit gauge and tunnel in the tunnel
The arrangement of settlement monitoring system in road, the strain is calculated as hoop strain meter, and crack is calculated as circumferential weld slit gauge and longitudinal joint slit gauge.
4. the construction method of existing tunnel MJS engineering methods stake reinforcement system is worn under water-rich sand layer shield according to claim 1, its
It is characterised by, in step c, the vertical shaft is arranged on proposed tunnel axis, and plan-position is outside top operation tunnel
Side 5m；Empty size 8m × 6m in vertical shaft, long side direction is vertical with proposed tunnel axis direction；Horizontal support and bottom are provided with vertical shaft
Plate, bottom plate depth is more than MJS leveling peg reinforcement depths.
5. the construction method of existing tunnel MJS engineering methods stake reinforcement system is worn under water-rich sand layer shield according to claim 1, its
Be characterised by, in step d, MJS engineering methods stake strengthening length be from vertical shaft to distal side operation tunnel outside 3m, thickness is reinforced to intersect
Soil body thickness between tunnel, its stabilization zone cross section overarches；MJS divergences, stake length direction is proposed tunnel axis direction；
Every MJS are lower semi-circular, stake footpath 2m；All MJS lapping constructions；MJS pile driving constructions order is lower left side pile body ---
Middle and lower part pile body --- --- construct lower right side pile body or lower right side pile body --- middle and lower part pile body --- is left by remaining pile body interval
Construct at downside pile body --- remaining pile body interval.
6. the construction method of existing tunnel MJS engineering methods stake reinforcement system is worn under water-rich sand layer shield according to claim 1, its
It is characterised by, in step d, MJS pile bodies are reinforced and use neat slurry, and the ratio of mud is 1:1, maximum spray pressure 40MPa.
7. the construction method of existing tunnel MJS engineering methods stake reinforcement system is worn under water-rich sand layer shield according to claim 1, its
It is characterised by, in step d, MJS leveling peg work progress comprises the following steps：
D1, control point arranged in construction area using total powerstation, pass through control point and carry out stake position setting-out；
D2, each stake stake position at by drawing hole, by drilling rod, progressively level veers away to design attitude；
D3, set in each technological parameter, positioning injection pile, monitoring ground pressure and control it in safe range；
The stake sealing of hole construction of d4, MJS horizontal reinforcing.
8. the construction method of existing tunnel MJS engineering methods stake reinforcement system is worn under water-rich sand layer shield according to claim 1, its
It is characterised by, MJS engineering methods pile driving construction causes device using antipriming pipe and front end, and the antipriming pipe is by discharge pipeline, water under high pressure mud
Pipe, primary air pipe, suck-back air hose, suck-back water pipe, mud valve sensor control lines road are managed, cut hole sparge pipe, antipriming pipe connection
Bolt hole and spare duct composition；Cause that pressure sensor, mud discharging mouth, mouth spray are distributed with device in the front end.
9. the construction method of existing tunnel MJS engineering methods stake reinforcement system is worn under water-rich sand layer shield according to claim 1, its
It is characterised by, after the completion of the horizontal pile driving constructions of MJS, vertical core pulling inspection is carried out to stabilization zone, the core pulling inspection project includes into
Stake effective pile diameter, core sample uniaxial compressive strength, pile body overlap joint thickness, pile horizontal gradient error etc., after passed examination, landfill is perpendicular
Well.
10. wear existing tunnel MJS engineering methods stake reinforcement system under a kind of water-rich sand layer shield, including top operation tunnel and bottom
Proposed tunnel, it is characterised in that the top sets MJS stabilization zones between the proposed tunnel of operation tunnel and bottom；MJS is reinforced
Area is axially arranged along the proposed tunnel in bottom；MJS stabilization zones include some axially arranged MJS levels along the proposed tunnel in bottom
Stake.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710464607.9A CN107091095A (en) | 2017-06-19 | 2017-06-19 | Existing tunnel MJS engineering methods stake reinforcement system and construction method are worn under water-rich sand layer shield |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710464607.9A CN107091095A (en) | 2017-06-19 | 2017-06-19 | Existing tunnel MJS engineering methods stake reinforcement system and construction method are worn under water-rich sand layer shield |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN107091095A true CN107091095A (en) | 2017-08-25 |
Family
ID=59639556
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201710464607.9A Pending CN107091095A (en) | 2017-06-19 | 2017-06-19 | Existing tunnel MJS engineering methods stake reinforcement system and construction method are worn under water-rich sand layer shield |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN107091095A (en) |
Cited By (10)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107956484A (en) * | 2017-11-24 | 2018-04-24 | 中铁十局集团城市轨道交通工程有限公司 | The ruggedized construction and construction method of existing shield tunnel Deformation control |
| CN108344638A (en) * | 2018-01-24 | 2018-07-31 | 浙江大学城市学院 | A kind of compound mortar reinforces the indoor test method of existing subway tunnel structure effect |
| CN110185035A (en) * | 2019-05-31 | 2019-08-30 | 武汉江钻恒立工程钻具股份有限公司 | A kind of pile making method of the MJS engineering method suitable for hardpan |
| CN111593726A (en) * | 2020-05-19 | 2020-08-28 | 南京林业大学 | Joint reinforcement method for underground tunnel penetrating sensitive pipeline of water-rich stratum and butt joint of existing structure MJS + artificial freezing |
| CN111733839A (en) * | 2020-06-16 | 2020-10-02 | 中建三局基础设施建设投资有限公司 | Method for reinforcing receiving end of deep-buried shield water-rich sand layer next to excavation foundation pit |
| CN112160341A (en) * | 2020-09-27 | 2021-01-01 | 中建三局集团有限公司 | Combined reinforcement construction method for underground structure |
| CN113374496A (en) * | 2021-06-23 | 2021-09-10 | 上海隧道工程有限公司 | Upper-crossing tunnel structure and construction method |
| CN114293993A (en) * | 2021-12-09 | 2022-04-08 | 中国建筑第五工程局有限公司 | Vertical deformation repairing structure for construction of up-down overlapped tunnel and construction method |
| CN114293994A (en) * | 2021-12-09 | 2022-04-08 | 中国建筑第五工程局有限公司 | Control structure and construction method for vertical deformation of existing tunnel during construction of vertically-overlapped tunnel |
| CN114293559A (en) * | 2021-12-23 | 2022-04-08 | 上海市机械施工集团有限公司 | Horizontal MJS construction method |
Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103061778A (en) * | 2013-02-05 | 2013-04-24 | 北京首尔工程技术有限公司 | Tunnel arch foot circumferential high pressure jet strengthening method and construction equipment |
| CN103790164A (en) * | 2014-01-23 | 2014-05-14 | 中铁四局集团有限公司上海分公司 | Construction method for having control over floating deformation of existing pipeline tunnel in mollisol deep foundation pit excavation |
| CN104033160A (en) * | 2014-06-11 | 2014-09-10 | 同济大学 | Novel support method applicable to shallow-buried subsurface tunnel of soft soil stratum |
| CN104712340A (en) * | 2015-01-21 | 2015-06-17 | 同济大学 | Contact passage construction method using combination of MJS method and freezing method |
| CN104912562A (en) * | 2015-06-30 | 2015-09-16 | 中铁一局集团有限公司 | Construction method for deformation control over existing operation tunnel crossing under shield |
| CN106677161A (en) * | 2016-12-29 | 2017-05-17 | 中铁隧道勘测设计院有限公司 | Treatment method for soft soil foundation of existing shield rectangular tunnel |
-
2017
- 2017-06-19 CN CN201710464607.9A patent/CN107091095A/en active Pending
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103061778A (en) * | 2013-02-05 | 2013-04-24 | 北京首尔工程技术有限公司 | Tunnel arch foot circumferential high pressure jet strengthening method and construction equipment |
| CN103790164A (en) * | 2014-01-23 | 2014-05-14 | 中铁四局集团有限公司上海分公司 | Construction method for having control over floating deformation of existing pipeline tunnel in mollisol deep foundation pit excavation |
| CN104033160A (en) * | 2014-06-11 | 2014-09-10 | 同济大学 | Novel support method applicable to shallow-buried subsurface tunnel of soft soil stratum |
| CN104712340A (en) * | 2015-01-21 | 2015-06-17 | 同济大学 | Contact passage construction method using combination of MJS method and freezing method |
| CN104912562A (en) * | 2015-06-30 | 2015-09-16 | 中铁一局集团有限公司 | Construction method for deformation control over existing operation tunnel crossing under shield |
| CN106677161A (en) * | 2016-12-29 | 2017-05-17 | 中铁隧道勘测设计院有限公司 | Treatment method for soft soil foundation of existing shield rectangular tunnel |
Non-Patent Citations (3)
| Title |
|---|
| 李建设等: "深圳地铁11号线车公庙站-红树湾站区间盾构隧道小静距上穿既有线区间隧道施工关键技术", 《隧道建设》 * |
| 李晓光: "MJS工法在紧邻地铁工程中的应用", 《工程建设》 * |
| 王科甫: "盾构隧道下穿客运专线沉降预测及控制研究", 《中国优秀硕士学位论文全文数据库工程科技Ⅱ辑》 * |
Cited By (11)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107956484A (en) * | 2017-11-24 | 2018-04-24 | 中铁十局集团城市轨道交通工程有限公司 | The ruggedized construction and construction method of existing shield tunnel Deformation control |
| CN107956484B (en) * | 2017-11-24 | 2019-08-27 | 中铁十局集团城市轨道交通工程有限公司 | The ruggedized construction and construction method of existing shield tunnel Deformation control |
| CN108344638A (en) * | 2018-01-24 | 2018-07-31 | 浙江大学城市学院 | A kind of compound mortar reinforces the indoor test method of existing subway tunnel structure effect |
| CN110185035A (en) * | 2019-05-31 | 2019-08-30 | 武汉江钻恒立工程钻具股份有限公司 | A kind of pile making method of the MJS engineering method suitable for hardpan |
| CN111593726A (en) * | 2020-05-19 | 2020-08-28 | 南京林业大学 | Joint reinforcement method for underground tunnel penetrating sensitive pipeline of water-rich stratum and butt joint of existing structure MJS + artificial freezing |
| CN111733839A (en) * | 2020-06-16 | 2020-10-02 | 中建三局基础设施建设投资有限公司 | Method for reinforcing receiving end of deep-buried shield water-rich sand layer next to excavation foundation pit |
| CN112160341A (en) * | 2020-09-27 | 2021-01-01 | 中建三局集团有限公司 | Combined reinforcement construction method for underground structure |
| CN113374496A (en) * | 2021-06-23 | 2021-09-10 | 上海隧道工程有限公司 | Upper-crossing tunnel structure and construction method |
| CN114293993A (en) * | 2021-12-09 | 2022-04-08 | 中国建筑第五工程局有限公司 | Vertical deformation repairing structure for construction of up-down overlapped tunnel and construction method |
| CN114293994A (en) * | 2021-12-09 | 2022-04-08 | 中国建筑第五工程局有限公司 | Control structure and construction method for vertical deformation of existing tunnel during construction of vertically-overlapped tunnel |
| CN114293559A (en) * | 2021-12-23 | 2022-04-08 | 上海市机械施工集团有限公司 | Horizontal MJS construction method |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN107091095A (en) | Existing tunnel MJS engineering methods stake reinforcement system and construction method are worn under water-rich sand layer shield | |
| CN106837352A (en) | Fault belt surrounding rock tunnel construction method | |
| CN101737060B (en) | Beneath-soil through-tunnel superlarge diameter pipe curtain construction method | |
| CN205172598U (en) | Pipe curtain spouts a supporting construction soon | |
| CN106837351A (en) | Tunnel Karst water detects Treatment Methods | |
| CN109723443B (en) | Tunnel construction method | |
| CN112012753B (en) | Shield tunneling machine starting method based on special-shaped extension steel ring | |
| CN111878079B (en) | Method for treating gas of soft outburst coal seam of underground large mining length working face of coal mine | |
| CN111997624A (en) | Shallow-buried large-section underground excavation rectangular tunnel construction method | |
| CN110130901A (en) | On across both wired Urban Underground mining sectbn construction methods | |
| CN114233385A (en) | Treatment method for mud burst and water burst of inclined shaft | |
| CN113309526B (en) | Construction method for excavation and supporting of buckling arch of subway station | |
| AU2021101943A4 (en) | A construction control method for a subway shield to penetrate through existing buildings | |
| CN112727470B (en) | Construction reinforcing method for shield tunnel at overlapped section | |
| CN105926626A (en) | Construction process for super-long vibration jet-grouting pile of pneumatic down-the-hole hammer, and equipment thereof | |
| KR100835597B1 (en) | filling method by blasting and groutting | |
| CN114593927B (en) | Method for carrying out prototype test of shield tunnel by using middle wind well | |
| CN115681613A (en) | Pipe jacking construction method for silt silty clay layer construction | |
| CN113047853B (en) | Shield originating construction method for water-rich soft soil geological region | |
| CN110985017B (en) | Construction method for shield tunneling of rainwater box culvert under expansive soil stratum | |
| CN106837343A (en) | Push pipe goes out the construction method of hole second consolidation | |
| CN208039234U (en) | A kind of engineering pile in solution cavity geology | |
| CN113338983A (en) | Large-diameter mud-water balance pipe jacking construction method suitable for high-water-level rock geology | |
| CN102191770A (en) | Geology improving method for trenchless construction | |
| CN113217036A (en) | Post-grouting construction method for tunnel structure at water burst section of fault fracture zone |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| RJ01 | Rejection of invention patent application after publication | ||
| RJ01 | Rejection of invention patent application after publication |
Application publication date: 20170825 |