CN108868789B - A kind of stratum active support and change method suitable for shield construction tunnel - Google Patents
A kind of stratum active support and change method suitable for shield construction tunnel Download PDFInfo
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- CN108868789B CN108868789B CN201810731432.8A CN201810731432A CN108868789B CN 108868789 B CN108868789 B CN 108868789B CN 201810731432 A CN201810731432 A CN 201810731432A CN 108868789 B CN108868789 B CN 108868789B
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- shield
- slip casting
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- stress
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- 238000000034 method Methods 0.000 title claims abstract description 27
- 238000010276 construction Methods 0.000 title claims abstract description 21
- 239000011435 rock Substances 0.000 claims abstract description 24
- 238000007569 slipcasting Methods 0.000 claims abstract description 23
- 238000006073 displacement reaction Methods 0.000 claims abstract description 16
- 230000001360 synchronised effect Effects 0.000 claims abstract description 15
- 238000012544 monitoring process Methods 0.000 claims abstract description 8
- 239000002002 slurry Substances 0.000 claims description 11
- 239000000284 extract Substances 0.000 claims description 3
- 239000003795 chemical substances by application Substances 0.000 claims description 2
- 230000008961 swelling Effects 0.000 claims description 2
- 230000015572 biosynthetic process Effects 0.000 abstract description 10
- 238000009424 underpinning Methods 0.000 abstract description 4
- 230000005641 tunneling Effects 0.000 description 5
- 238000002347 injection Methods 0.000 description 4
- 239000007924 injection Substances 0.000 description 4
- 239000002689 soil Substances 0.000 description 4
- 238000010586 diagram Methods 0.000 description 3
- 238000006243 chemical reaction Methods 0.000 description 2
- 238000004062 sedimentation Methods 0.000 description 2
- 238000007711 solidification Methods 0.000 description 2
- 230000008023 solidification Effects 0.000 description 2
- 238000009412 basement excavation Methods 0.000 description 1
- 230000005494 condensation Effects 0.000 description 1
- 238000009833 condensation Methods 0.000 description 1
- 238000012937 correction Methods 0.000 description 1
- 238000013461 design Methods 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 238000012407 engineering method Methods 0.000 description 1
- 230000007613 environmental effect Effects 0.000 description 1
- 230000002401 inhibitory effect Effects 0.000 description 1
- 238000009434 installation Methods 0.000 description 1
- NJPPVKZQTLUDBO-UHFFFAOYSA-N novaluron Chemical compound C1=C(Cl)C(OC(F)(F)C(OC(F)(F)F)F)=CC=C1NC(=O)NC(=O)C1=C(F)C=CC=C1F NJPPVKZQTLUDBO-UHFFFAOYSA-N 0.000 description 1
- 239000011148 porous material Substances 0.000 description 1
- 238000011160 research Methods 0.000 description 1
- 239000002893 slag Substances 0.000 description 1
- 230000009466 transformation Effects 0.000 description 1
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 1
Classifications
-
- 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
-
- 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
-
- 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
Landscapes
- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Structural Engineering (AREA)
- Environmental & Geological Engineering (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Lining And Supports For Tunnels (AREA)
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
Abstract
The invention discloses a kind of stratum active support and change method suitable for shield construction tunnel, slagged tap by Suporting structure assembly debugging, digging, pipe-plate lining is assembled, shield synchronization slip casting and secondary grouting form；Shield synchronization slip casting: when i.e. section of jurisdiction is detached from shield drive end unit, the synchronous progress slip casting between section of jurisdiction and stratum, Simultaneous Monitoring grouting pressure when slip casting, grouting pressure value is close or equal to or is greater than stress of primary rock value, pressure from surrounding rock is timely transmitted on section of jurisdiction, grouting pressure is then to lift the form control formation displacement of power；Secondary grouting: i.e. immediately following after the shield synchronization slip casting, the cavity to be formed is shunk to the section of jurisdiction back side by the injected hole reserved on section of jurisdiction and carries out slip casting.The method of the present invention, it is mainly used in shallow tunnel or tunnel proximity engineering, using stratum active underpinning technique, active control formation displacement solves the safety issue of proximity building due to caused by constructing tunnel and controls influence of the Shallow Tunnel Construction to ground settlement.
Description
Technical field
The invention belongs to Construction Technique of Underground Works fields, specifically, are related to a kind of suitable for shield construction tunnel
Stratum active support and change method.
Background technique
Instantly with the fast development of China's traffic infrastructure, tunnel has become a part indispensable in capital construction,
City underground, across river sea-crossing engineering shield method are had become for engineering method first choice.Shield tunnel is built in city, by buried pipe
Line, existing tunnel, the existing construction of structures in ground influence, it is more demanding to the control being displaced in surface displacement and ground.But due to
The influence of execution conditions, formation condition and environmental condition, different regions constructing tunnel, which causes to be displaced in earth's surface deformation and ground, to be had
Its own the characteristics of.
Caused surface displacement mostlys come from following two to shield machine in the construction process: (1) tunnel excavation causes week
The side soil body generates disturbance, and the periphery soil body is in loose condition (of surface) at this time, and country rock is from loosely to closely knit to certain self-bearing ability
In this conversion process, ground settlement can be caused；(2) shield machine is during tunneling forward, when section of jurisdiction is detached from shield tail,
Certain gap is formd between the soil body and section of jurisdiction.It is excessive when deforming, when being more than surface settlement control standard, it will cause road surface and open
Split, top existing building inclination, collapse in addition earth's surface part collapse etc. construction accidents, it is too numerous to enumerate.
And according to current research the result shows that, shield tail synchronous grouting can only control shield tail abjection after ground settlement.However,
When shield crossing stratum settlement requires great proximity engineering strictly or region (above wear a plurality of railway line, close on groups of building etc.),
Back synchronous injection cannot restore ground settlement caused by shield-tunneling construction early period, and layer is displaced beyond control, solve due to tunnel
The safety issue of proximity building caused by road is constructed.
Summary of the invention
In order to solve the above technical problems, the purpose of the present invention is to provide a kind of stratum suitable for shield construction tunnel
Active support and change method is mainly used in shallow tunnel or tunnel proximity engineering, can be to stratum using stratum active underpinning technique
Power is lifted in application, to control formation displacement, solve the safety issue of proximity building due to caused by constructing tunnel and
Control influence of the Shallow Tunnel Construction to ground settlement.
What the object of the invention was realized in: a kind of stratum active support and change method suitable for shield construction tunnel,
Be characterized in that: by (a) Suporting structure assembly debugging, (b) digging are slagged tap, (c) pipe-plate lining is assembled, (d) shield synchronization slip casting and
(e) secondary grouting forms；Step (d) shield synchronization slip casting: when i.e. section of jurisdiction is detached from shield drive end unit, section of jurisdiction and stratum it
Between it is synchronous carry out slip casting, Simultaneous Monitoring grouting pressure when slip casting, grouting pressure value is close or equal to or is greater than stress of primary rock value, will
Pressure from surrounding rock is timely transmitted on section of jurisdiction, and grouting pressure is then to lift the form control formation displacement of power；The step (e) two
Secondary slip casting: it to be formed immediately following being shunk by the injected hole reserved on section of jurisdiction to the section of jurisdiction back side after the shield synchronization slip casting
Cavity carries out slip casting；After synchronous grouting, slurries more or less have 1%~3% body during solidification
Product shrinks or/and will form cavity at the section of jurisdiction back side due to loss occurs for slurries, therefore secondary grouting can further reach
Underpin stratum, command displacement, the purpose for inhibiting sedimentation.
Further, calculating analysis process of above-mentioned steps (d) shield synchronization slip casting to the stress of primary rock: 1. have with large size
It limits difference software and carries out Geometric Modeling by actual conditions；2. carrying out stress of primary rock balance to overall model；3. to displacement, speed,
After plastic zone is zeroed out, tunneling is not solved, and extracts the out-of-balance force on tunnel periphery, out-of-balance force at this time is protolith
Stress；It is solved 4. the value of grouting pressure is increased according to monitoring data by the stress of primary rock in proportion.
Further, the slurries that synchronous grouting described in above-mentioned steps (d) shield synchronization slip casting uses are added with swelling agent,
It reduces because slurries condensation settles degree caused by shrinking.
Further, secondary grouting pressure is greater than the stress of primary rock in above-mentioned steps (e) secondary grouting.
Further, above-mentioned synchronous grouting pressure and secondary grouting pressure are 0.1MPa bigger than the stress of primary rock on the whole.Into
One step lifts power by what secondary grouting provided, formation displacement caused by preventing synchronous grouting ineffective, to formation displacement reality
Now control comprehensively.
The utility model has the advantages that
A kind of stratum active support and change method suitable for shield construction tunnel of the present invention, has the advantage that
(1) dynamical feedback can be carried out by the monitoring to surface displacement, calculates its corresponding grouting pressure, is based on stress
(super) compensation concept proposes stratum active underpinning technique, and changing passive control is active control, subsidence value is greatly reduced, even
It is enabled to generate lifting effect.
(2) the stratum active underpinning technique in the present invention determines grouting design pressure with the super compensation of stress for foundation, specifically
It can be adjusted accordingly according to Bit andits control standard, but totally should be 0.1MPa bigger than stratum initial field stress, and by secondary injection
What slurry provided lifts power, formation displacement caused by preventing synchronous grouting ineffective, realizes control comprehensively to formation displacement.
Detailed description of the invention
Fig. 1 is embodiment shield construction flow chart；
Fig. 2 is tunnel structure schematic diagram；
Fig. 3 is native storehouse pressure maintaining schematic diagram；
1 it is wherein tunnel, 2 be section of jurisdiction, 3 be synchronous grouting layer, 4 be secondary injection pulp layer, 5 be stratum, 6 be injected hole, 7 is
Tunneling direction, 8 be support pressure, 9 be soil pressure, 10 be pore water pressure.
Specific embodiment
Below with reference to embodiment and attached drawing, the invention will be further described.
Embodiment with tunnel construction as an example, and combine Fig. 1 and 3 shown in:
(a) Suporting structure assembly is debugged: assembled shield machine, and shield launching end reinforces, while to shield pedestal, track
It is installed；Shield is marched into the arena at this time, and lifting is gone into the well, reaction frame installation；Assembled debugging and sondage are carried out to shield machine component.
(b) digging is slagged tap: start to tunnel and slag tap, in tunneling process, and correction in time and Tu Cang guarantor as shown in connection with fig. 2
Pressure schematic diagram carries out the work of the pressure maintaining in native storehouse, and the control pressure of support pressure than usual is slightly higher.
(c) pipe-plate lining is assembled: injected hole is reserved or opened up on section of jurisdiction, and pipe sheet assembling is then divided into staggered joint erection and leads to
Seam is assembled, after selecting erection method, is installed according to principle from bottom to top, specific erection sequence by the block that binds position
It determines.
(d) shield synchronization slip casting: it is detached from shield tail along with section of jurisdiction, synchronous grouting work is carried out in time, and to guarantee slip casting
Pressure and grouting amount, grouting pressure need access to the even more than stress of primary rock, and the specific magnitude of the stress of primary rock need to combine similar
Under the conditions of monitoring data and calculate analysis integrated determination, it is as follows to calculate analysis process, 1. presses with large-scale finite difference software
Actual conditions carry out Geometric Modeling；2. carrying out initial field stress balance to overall model；3. speed, plastic zone carries out to displacement
After clearing, tunneling is not solved, and extracts the out-of-balance force on tunnel periphery, out-of-balance force at this time is the stress of primary rock；4. infusing
The value of slurry pressure is increased according to monitoring data by the stress of primary rock in proportion to be solved；To which the stress of primary rock is timely transmitted to
Section of jurisdiction, grouting pressure is also to lift the form control formation displacement of power.
(e) secondary grouting: after synchronous grouting, slurries have 1%~3% or so body during solidification
Product is shunk, and there are also being lost because of slurries, will form cavity at the section of jurisdiction back side；Therefore secondary injection should be closely followed after synchronous grouting
Slurry, secondary grouting pressure should be higher than that the stress of primary rock, achieve the purpose that underpin stratum, inhibit sedimentation.
(f) shield machine continuation is tunneled forward, the process for repeating step b-e.
Finally, it should be noted that foregoing description is only the preferred embodiment of the present invention, the ordinary skill people of this field
Member under the inspiration of the present invention, without prejudice to the purpose of the present invention and the claims, can make multiple similar tables
Show, such as size, the distribution of injected hole, such transformation are fallen within the scope of protection of the present invention.
Claims (4)
1. a kind of stratum active support and change method suitable for shield construction tunnel, it is characterised in that: by the assembly of (a) Suporting structure
Debugging, (b) digging are slagged tap, (c) pipe-plate lining is assembled, (d) shield synchronization slip casting and (e) secondary grouting form；
Step (d) shield synchronization slip casting: i.e. section of jurisdiction be detached from shield drive end unit when, between section of jurisdiction and stratum synchronize infused
Slurry, Simultaneous Monitoring grouting pressure when slip casting, grouting pressure value is close or equal to or is greater than stress of primary rock value, and pressure from surrounding rock is timely
It is transferred on section of jurisdiction；The wherein calculating analysis process of the stress of primary rock value: practical feelings 1. are pressed with large-scale finite difference software
Condition carries out Geometric Modeling；2. carrying out stress of primary rock balance to overall model；3. being opened after being zeroed out to displacement, speed, plastic zone
It holes and does not solve, extract the out-of-balance force on tunnel periphery, out-of-balance force at this time is the stress of primary rock；4. the value of grouting pressure
Increased in proportion according to monitoring data by the stress of primary rock and is solved；
Step (e) secondary grouting: i.e. immediately following after the shield synchronization slip casting, by the injected hole reserved on section of jurisdiction to pipe
It shrinks the cavity to be formed and carries out slip casting in the piece back side.
2. a kind of stratum active support and change method suitable for shield construction tunnel according to claim 1, feature exist
In: the slurries that synchronous grouting described in step (d) shield synchronization slip casting uses are added with swelling agent.
3. a kind of stratum active support and change method suitable for shield construction tunnel according to claim 1 or 2, feature
Be: secondary grouting pressure is greater than the stress of primary rock in step (e) secondary grouting.
4. a kind of stratum active support and change method suitable for shield construction tunnel according to claim 3, feature exist
In: the synchronous grouting pressure and secondary grouting pressure are 0.1MPa bigger than the stress of primary rock on the whole.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201810731432.8A CN108868789B (en) | 2018-07-05 | 2018-07-05 | A kind of stratum active support and change method suitable for shield construction tunnel |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201810731432.8A CN108868789B (en) | 2018-07-05 | 2018-07-05 | A kind of stratum active support and change method suitable for shield construction tunnel |
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| Publication Number | Publication Date |
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| CN108868789A CN108868789A (en) | 2018-11-23 |
| CN108868789B true CN108868789B (en) | 2019-10-18 |
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Families Citing this family (3)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN110110489B (en) * | 2019-05-28 | 2022-09-23 | 中铁第四勘察设计院集团有限公司 | Rock stratum shield method tunnel surrounding rock pressure calculation method |
| CN112160759A (en) * | 2020-10-20 | 2021-01-01 | 李强 | Method for starting and trial tunneling of tunnel shield crossing river |
| CN114776323B (en) * | 2022-04-01 | 2023-04-11 | 成都未来智隧科技有限公司 | Method for controlling double compensation of stratum and stress loss of shield tunnel |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| JP2007327174A (en) * | 2006-06-06 | 2007-12-20 | Kajima Corp | Segment for tunnel |
| CN101126319B (en) * | 2007-10-09 | 2010-11-17 | 中铁二局股份有限公司 | Shield tunnel lateral cross-over pile base construction method |
| CN103306684A (en) * | 2012-03-08 | 2013-09-18 | 中铁隧道集团有限公司 | Process for grouting on back of shield segment |
| CN102767377B (en) * | 2012-08-13 | 2014-08-06 | 中铁一局集团有限公司 | Loess strata subway tunnel earth pressure balance shield construction method |
| CN102926759A (en) * | 2012-11-05 | 2013-02-13 | 中铁隧道集团有限公司 | Long-distance tunneling construction method for big-diameter slurry shield underwater shallow earthing |
| CN103882854B (en) * | 2014-04-08 | 2016-06-15 | 中铁二十五局集团轨道交通工程有限公司 | The construction method of the continuous undercrossing tunnel of shield and viaduct |
| CN107060786A (en) * | 2017-06-19 | 2017-08-18 | 湖南大学 | A kind of Shield Construction Method Used method that groups of building are worn under karst region |
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Application publication date: 20181123 Assignee: Chengdu future smart Tunnel Technology Co.,Ltd. Assignor: CHENGDU TIANYOU TUNNELKEY CO.,LTD. Contract record no.: X2023510000015 Denomination of invention: A Stratum Active Underpinning Method Suitable for Shield Tunneling Construction Granted publication date: 20191018 License type: Common License Record date: 20230821 |