CN110552717A - sand cobble stratum shield tunnel earth surface layering differential settlement space grouting settlement reduction method - Google Patents
sand cobble stratum shield tunnel earth surface layering differential settlement space grouting settlement reduction method Download PDFInfo
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- CN110552717A CN110552717A CN201910444853.7A CN201910444853A CN110552717A CN 110552717 A CN110552717 A CN 110552717A CN 201910444853 A CN201910444853 A CN 201910444853A CN 110552717 A CN110552717 A CN 110552717A
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- settlement
- grouting
- layered
- stratum
- layered settlement
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- 238000000034 method Methods 0.000 title claims abstract description 23
- 239000004576 sand Substances 0.000 title claims description 5
- 230000009467 reduction Effects 0.000 title description 8
- 239000002002 slurry Substances 0.000 claims abstract description 10
- 238000004088 simulation Methods 0.000 claims abstract description 9
- 238000012544 monitoring process Methods 0.000 claims abstract description 8
- 239000002689 soil Substances 0.000 claims abstract description 8
- 238000005553 drilling Methods 0.000 claims abstract description 4
- 239000004568 cement Substances 0.000 claims description 9
- 239000010881 fly ash Substances 0.000 claims description 6
- 239000011268 mixed slurry Substances 0.000 claims description 3
- 230000003068 static effect Effects 0.000 claims description 3
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 3
- 238000010276 construction Methods 0.000 abstract description 17
- 238000000926 separation method Methods 0.000 abstract description 5
- 230000005641 tunneling Effects 0.000 description 10
- 238000009412 basement excavation Methods 0.000 description 8
- 230000008569 process Effects 0.000 description 4
- 238000011160 research Methods 0.000 description 4
- 230000006872 improvement Effects 0.000 description 2
- 230000001314 paroxysmal effect Effects 0.000 description 2
- 230000001360 synchronised effect Effects 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000007596 consolidation process Methods 0.000 description 1
- 238000005520 cutting process Methods 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 230000003111 delayed effect Effects 0.000 description 1
- 230000008021 deposition Effects 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000009826 distribution Methods 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 230000007613 environmental effect Effects 0.000 description 1
- 239000011440 grout Substances 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 239000011178 precast concrete Substances 0.000 description 1
- 238000002360 preparation method Methods 0.000 description 1
- 238000003825 pressing Methods 0.000 description 1
- 239000011435 rock Substances 0.000 description 1
- 238000003860 storage Methods 0.000 description 1
- 239000013589 supplement Substances 0.000 description 1
Classifications
-
- 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
Landscapes
- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Structural Engineering (AREA)
- Architecture (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Civil Engineering (AREA)
- Environmental & Geological Engineering (AREA)
- Lining And Supports For Tunnels (AREA)
Abstract
A method for reducing subsidence of a sandy gravel stratum shield tunnel through grouting in a ground surface layering differential settlement space comprises the following steps: analyzing a horizon with obvious layered settlement difference through stratum drilling; performing numerical simulation according to mechanical parameters of the covering soil of different layers to further determine the layer position where the layered settlement occurs; thirdly, determining the position of the ground grouting drill hole according to the positions and the scale of the difference layered settlement generated in the first step and the second step; fourthly, monitoring the layered settlement according to the position which is obtained by column and numerical simulation and is easy to generate difference layered settlement; determining grouting time according to the simulated space-time law of layered settlement; sixthly, preparing slurry and implementing grouting. The method utilizes a separation layer or a cavity caused by the layered differential settlement caused by the sand-pebble shield construction as a filling space to fill and slip the stratum so as to achieve the purposes of compensating the stratum loss and reducing and controlling the surface settlement.
Description
Technical Field
the invention belongs to the field of underground engineering construction, and particularly relates to a sand-gravel stratum shield tunnel earth surface layered differential settlement space grouting settlement reduction method.
background
The shield tunnel construction is a fully mechanical construction method in the construction of a subsurface excavation method, which is a mechanical construction method for forming a tunnel structure by propelling a shield machine in the ground, supporting surrounding rocks around through a shield shell and duct pieces to prevent collapse into the tunnel, excavating a soil body in front of an excavation surface by using a cutting device, transporting out of a hole through an unearthing machine, jacking in the rear part by pressing by a jack, and assembling precast concrete duct pieces. The method can be divided into earth pressure balance shield tunneling and slurry balance shield tunneling according to the mode of maintaining pressure balance, and the earth pressure balance shield tunneling machine is easy to control, is beneficial to environmental protection and is suitable for long-distance tunneling, so that the tunnel underground excavation method with the widest application is provided.
The sandy gravel stratum is generally a sedimentary stratum and is formed by layered deposition in different historical stages. The self-stability of the sand-gravel stratum can be formed within a certain time after tunneling, but because sand-gravel is easy to form an arch at a certain height, a separation layer or a cavity can be maintained for months to years, and the delayed settlement has the paroxysmal property, the ground collapse can be caused by the paroxysmal instability after a certain time. As a typical sandy gravel stratum distribution area, the No. 1 line of the Chengdu subway generates ground collapse for many times between months and a year after tunnel construction.
at present, the layered settlement monitoring of the sandy gravel subway tunnel excavation in construction is mainly concentrated in the excavation period, the main purpose is to research the disturbance range of shield construction to the stratum, and the settlement reduction treatment is not carried out by utilizing the space formed by the layered settlement difference. The synchronous grouting is difficult to completely compensate for the stratum loss caused by tunneling in the process, and the secondary grouting settlement reduction principle is not clear. The existing research mainly achieves the purpose of subsidence reduction by grouting (synchronously, twice or repeatedly) in a hole, and the research on layered settlement is only limited to the fact that the disturbance range of an overlying stratum during construction, stratum differential settlement caused by sand and gravel shield tunnel construction and cavities are known in the industry. The limitations of current research are: (1) stratum volume loss is almost compensated by means of grouting in a tunnel, grouting capacity is difficult to match with tunneling speed, and slurry proportion is difficult to meet subsidence reduction requirements. (2) A large amount of monitoring is carried out on the layered settlement, the layered settlement caused by the shield tunnel in the sandy gravel stratum is obvious, but a separation layer or a cavity formed by the layered differential settlement is not used for controlling or reducing the surface settlement.
The new patent specification CN201520553274.3 discloses a device for monitoring layered settlement of soil, which is only an improvement on the convenience and accuracy of monitoring layered settlement of soil, and does not disclose how to utilize the space formed by layered settlement.
disclosure of Invention
The invention aims to overcome the defects in the prior art and provide a method for reducing subsidence of a sandy gravel stratum shield tunnel by grouting in a ground surface layering differential settlement space, which utilizes a separation layer or a cavity caused by layering differential settlement caused by sandy gravel shield construction as a filling space to fill and grout the ground layer so as to achieve the purposes of compensating the ground loss and reducing and controlling the ground surface settlement.
As conceived above, the technical scheme of the invention is as follows: a sand and pebble stratum shield tunnel earth surface layering differential settlement space grouting subsidence reducing method is characterized in that: the method comprises the following steps:
Analyzing a horizon with obvious layered settlement difference through stratum drilling;
performing numerical simulation according to mechanical parameters of the covering soil of different layers to further determine the layer position where the layered settlement occurs;
thirdly, determining the position of the ground grouting drill hole according to the positions and the scale of the difference layered settlement generated in the first step and the second step;
fourthly, monitoring the layered settlement according to the position which is obtained by column and numerical simulation and is easy to generate difference layered settlement;
Determining grouting time according to the simulated space-time law of layered settlement;
sixthly, preparing slurry and implementing grouting.
The slurry is mixed slurry of cement, fly ash and water, wherein the water-cement ratio is
0.6-0.7, and the mass ratio of the fly ash to the cement is 0.5.
the grouting pressure is 1.2 times of the static pressure of the earthing layer of the layering layer.
The invention has the following advantages and positive and active effects:
1. the invention provides a method for solving the problem of stratum hysteresis burst settlement caused by a large number of sandy cobble stratums in a shield tunnel construction, which adopts numerical simulation to carry out space-time development law of stratum layered settlement (single line and double lines) in the tunnel excavation process according to obvious differential settlement of sandy cobbles at different layers in the shield tunnel construction excavation process.
2. The invention utilizes the layered differential settlement formed by the sandy cobble stratum in the shield tunnel construction to carry out grouting filling on the sandy cobble stratum, and supplements stratum loss to achieve the aim of reducing the ground surface settlement.
3. The method is not only limited to the stratum differential settlement grouting ground surface subsidence reduction in the sand-gravel stratum shield construction, but also suitable for grouting, filling and compensating the stratum loss of the stratum with obvious layering differential settlement space in other tunnel excavation.
4. The invention carries out grouting filling on the ground, and is carried out independently from tunneling operation in the tunnel, so that tunneling of the tunnel is not influenced. In addition, the stratified settlement can be maintained for a long time after the tunnel is pushed, and sufficient time arrangement is provided for surface grouting filling.
Drawings
FIG. 1 is a process flow diagram of the present invention;
Fig. 2 is a schematic view of the construction structure of the present invention.
In the figure: 1-space formed by layered differential settlement; 2-grouting and drilling; 3-grouting pipeline; 4-grouting a pump station on the ground; 5-filling a slurry storage tank; 6, shield tunneling; 7-earth surface.
Detailed Description
The root cause of the surface subsidence is stratum loss caused by various reasons (overbreak, synchronous and secondary grouting do not meet the requirements and soil consolidation), therefore, the most fundamental measure for controlling the surface subsidence is to reduce the stratum loss or compensate the stratum loss in time, and the invention carries out the stratum loss compensation by utilizing a separation layer or a cavity formed by the difference of layered subsidence.
as shown in fig. 1: the invention relates to a method for reducing subsidence of a sandy cobble stratum shield tunnel through grouting in a ground surface layering difference settlement space. Because the grouting is filling, the slurry mainly plays a filling role, the grouting pressure is 1.2 times of the static pressure of the earth covering at the layering position, the grouting material is mixed slurry of cement, fly ash and water, wherein the water-cement ratio is 0.6-0.7, and the mass ratio of the fly ash to the cement is 0.5.
The implementation of the method comprises the following steps:
S1: preliminarily judging the position of the layered settlement according to coring;
S2: performing numerical simulation according to mechanical parameters of the covering soil of different layers to further determine the layer position where layered settlement occurs;
S3, determining the position of the ground grouting drill hole according to the obtained positions and scales of the differential layered settlement;
s4, carrying out layered settlement monitoring according to the positions which are obtained by column and numerical simulation and are easy to generate differential layered settlement,
s5, determining grouting time according to the simulated space-time law of layered settlement;
S6: slurry preparation and grouting implementation, namely connecting a grouting pipeline on a grouting drill hole, and connecting the grouting pipeline with a ground grouting pump station, as shown in fig. 2.
The above description is only for the purpose of illustrating the preferred embodiments of the present invention and is not to be construed as limiting the invention, and any modifications, equivalents and improvements made within the spirit and principle of the present invention are intended to be included within the scope of the present invention.
Claims (3)
1. a sand and pebble stratum shield tunnel earth surface layering differential settlement space grouting subsidence reducing method is characterized in that: the method comprises the following steps:
Analyzing a horizon with obvious layered settlement difference through stratum drilling;
Performing numerical simulation according to mechanical parameters of the covering soil of different layers to further determine the layer position where the layered settlement occurs;
Thirdly, determining the position of the ground grouting drill hole according to the positions and the scale of the difference layered settlement generated in the first step and the second step;
Fourthly, monitoring the layered settlement according to the position which is obtained by column and numerical simulation and is easy to generate difference layered settlement;
Determining grouting time according to the simulated space-time law of layered settlement;
Sixthly, preparing slurry and implementing grouting.
2. The sandy gravel stratum shield tunnel earth surface layering differential settlement space grouting subsidence reducing method of claim 1, which is characterized in that: the slurry is mixed slurry of cement, fly ash and water, wherein the water-cement ratio is 0.6-0.7, and the mass ratio of fly ash to cement is 0.5.
3. The sandy gravel stratum shield tunnel earth surface layering differential settlement space grouting subsidence reducing method of claim 1, which is characterized in that: the grouting pressure is 1.2 times of the static pressure of the earthing layer of the layering layer.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201910444853.7A CN110552717A (en) | 2019-05-27 | 2019-05-27 | sand cobble stratum shield tunnel earth surface layering differential settlement space grouting settlement reduction method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201910444853.7A CN110552717A (en) | 2019-05-27 | 2019-05-27 | sand cobble stratum shield tunnel earth surface layering differential settlement space grouting settlement reduction method |
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| Publication Number | Publication Date |
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| CN110552717A true CN110552717A (en) | 2019-12-10 |
Family
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| Application Number | Title | Priority Date | Filing Date |
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| CN201910444853.7A Pending CN110552717A (en) | 2019-05-27 | 2019-05-27 | sand cobble stratum shield tunnel earth surface layering differential settlement space grouting settlement reduction method |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111365003A (en) * | 2020-03-11 | 2020-07-03 | 西安科技大学 | Combined subsidence reducing method for grouting of separation layer inner bag and plugging of water flowing fractured zone |
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|---|---|---|---|---|
| SU1016519A1 (en) * | 1981-08-14 | 1983-05-07 | Государственный Ордена Трудового Красного Знамени Проектно-Изыскательский Институт "Метрогипротранс" | Tunnel driving method |
| CN1032378A (en) * | 1987-09-26 | 1989-04-12 | 抚顺矿务局 | Slow down the method and the facilities and equipments thereof of bank surface subsidence |
| EP0498786B1 (en) * | 1991-02-05 | 1994-12-07 | Universale-Bau Aktiengesellschaft | Method for limiting subsidence during the excavation of underground cavities |
| CN102704933A (en) * | 2012-05-25 | 2012-10-03 | 中国矿业大学 | Isolated-section grouting filling coal-mining method for mining overburden rock |
| JP2015074957A (en) * | 2013-10-11 | 2015-04-20 | 鹿島建設株式会社 | Tunnel excavation method and sediment removal method |
| CN107044280A (en) * | 2017-06-22 | 2017-08-15 | 中国矿业大学 | A kind of bored grouting detection method of mining overburden absciss layer distribution characteristics |
| CN108843345A (en) * | 2018-06-29 | 2018-11-20 | 山东大学 | Divide sequence grouting and reinforcing Treatment Methods after a kind of city tunnel vault depression |
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2019
- 2019-05-27 CN CN201910444853.7A patent/CN110552717A/en active Pending
Patent Citations (9)
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| SU1016519A1 (en) * | 1981-08-14 | 1983-05-07 | Государственный Ордена Трудового Красного Знамени Проектно-Изыскательский Институт "Метрогипротранс" | Tunnel driving method |
| CN1032378A (en) * | 1987-09-26 | 1989-04-12 | 抚顺矿务局 | Slow down the method and the facilities and equipments thereof of bank surface subsidence |
| EP0498786B1 (en) * | 1991-02-05 | 1994-12-07 | Universale-Bau Aktiengesellschaft | Method for limiting subsidence during the excavation of underground cavities |
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| CN107044280A (en) * | 2017-06-22 | 2017-08-15 | 中国矿业大学 | A kind of bored grouting detection method of mining overburden absciss layer distribution characteristics |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111365003A (en) * | 2020-03-11 | 2020-07-03 | 西安科技大学 | Combined subsidence reducing method for grouting of separation layer inner bag and plugging of water flowing fractured zone |
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