CN101761345A - Reinforcement device for tunnel top soil and construction method thereof - Google Patents
Reinforcement device for tunnel top soil and construction method thereof Download PDFInfo
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- CN101761345A CN101761345A CN201010028067A CN201010028067A CN101761345A CN 101761345 A CN101761345 A CN 101761345A CN 201010028067 A CN201010028067 A CN 201010028067A CN 201010028067 A CN201010028067 A CN 201010028067A CN 101761345 A CN101761345 A CN 101761345A
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Abstract
The invention relates to a reinforcement device for tunnel top soil and a construction method thereof. The reinforcement device comprises an injection pipe and a water stopping device. A water stopping pipe is arranged in the water stopping device. The injection pipe is formed by a plurality of sections of metal circular pipes. The metal circular pipes are connected by using specially-shaped connecting components. An injection hole is arranged on the injection pipe. One end of the injection pipe is connected with a tapered bit and the other end of the injection pie is connected with a ball valve. A fixed circular plate is arranged on the external side of the water stopping pipe. A flange with a rubber sealing gasket is arranged at one end of the water stopping pipe. The water stopping device is fixedly installed in a pre-drilled hole at the top of a tunnel to prevent underground water from seeping into the tunnel from the water stopping pipe. After the injection pipe is punched into soil at the top of the tunnel through the water stopping device, a low-pressure pump is used to inject grout into the injection pipe. The grout fills the gaps in the soil at the top of the tunnel under the effect of gravity to form high-strength low-permeability bonded rocks. Thereby, the bearing capacity of the foundation is improved and the potential safety hazards caused by loose soil above the tunnel to the top of the tunnel are eliminated.
Description
Affiliated technical field
The present invention relates to a kind of the realm of building construction, especially a kind of device and job practices thereof of tunnel top soil being carried out consolidation process.
Background technology
The tunnel now is widely used as in the transfer passage of traffic, river or some goods and materials as a kind of underground passage.Having very most in tunnel construction is to take to build earlier the vertical shaft that leads to the underground construction district from the face of land, and the brill that excavates from the mode of underground employing shield-tunneling construction digs the formula tunnel again.But, also can cause the stratum loss when shield structure advances and produce uneven pressure, this will certainly cause disturbance or make soil layer on every side loss stratum on every side, cause between the shield shell and between the boulder bed and have the space, particularly at land pebble folder lens layer of sand, self-stability is poor, water permeability is strong, and the location that groundwater table is higher, the excavation face in these locations easily produces water burst, gush the sand problem, there are a large amount of serious problems that run off of thin particulate matter, thereby very easily cause excavation face unstability and surface settlement, distortion, thus the distortion of above ground structure structure caused, cracking or differential settlement.Mostly present reinforcing mode is to adopt the structure design with tunnel top to get thicker, attempt is resisted the influence of the soil property of its top to tunnel top with the intensity of tunnel top self, but this mode can make building costs rise significantly on the one hand, simultaneously in some locations also and the tunnel face that is not suitable for excavating larger diameter to build thicker tunnel top, this also will directly have influence on the safety in tunnel to a certain extent.
Summary of the invention
In order to solve the safety problem that existing tunnel top soil layer exists, eliminate constructing tunnel causes distortion to above ground structure hidden danger, the invention provides a kind of bracing means and job practices thereof of tunnel top soil, the present invention not only can play the effect that tunnel top soil is reinforced, effectively prevent the situation that above ground structure deforms because of constructing tunnel, guarantee the safety in tunnel to a great extent, and can reduce the construction costs in tunnel significantly.
The present invention realizes by such mode: be made up of Grouting Pipe and antipriming, include antipriming pipe in the antipriming, one end of Grouting Pipe is fixedlyed connected with taper bit, the other end is fixedlyed connected with ball valve, and on the body of Grouting Pipe, be provided with injected hole, one end of described antipriming pipe is connected with flange, and be provided with fixed disc in the outside of antipriming pipe, Grouting Pipe wherein is made up of with all identical metal circular tube of internal diameter the multistage external diameter, adopt special-shaped connecting elements to connect between every section metal circular tube, described special-shaped connecting elements is a metal tube thick between the detail of two ends, the external diameter of the part that its two ends are thin is identical with the internal diameter of metal circular tube in the Grouting Pipe, thickness of lug boss part is identical with the pipe thickness of metal circular tube in the Grouting Pipe in the middle of it, the internal diameter of described antipriming pipe is more bigger than the external diameter of Grouting Pipe, is rubber gasket partly in the middle of the flange of antipriming pipe below.Carry out as follows when carrying out the ejection for water plugging job execution:
(1), at first setting earlier a, degree of depth identical with fixed disc diameter in the antipriming with corning machine on positive top, tunnel is the hole of 50～100mm, then the concrete core is taken out, set a hole identical with the antipriming pipe external diameter, the degree of depth is imbedded end length more than or equal to antipriming pipe at same circle centre position then.
(2), antipriming is installed in the pre-drilled cavity, and adopt the expansion sealing rod that antipriming is fixed.
(3), with first section metal circular tube of Grouting Pipe, an end that has taper bit is aimed at the middle rubber gasket place of flange, antipriming bottom, with the Pneumatic immpacting roof-bolter metal circular tube is squeezed in the soil layer, the back of after squeezing into certain-length, second section metal circular tube being received first section metal circular tube with special-shaped connecting elements, with the Pneumatic immpacting roof-bolter second section metal circular tube squeezed in the soil layer again, by that analogy, to squeezing into to the Grouting Pipe of design length, one section metal circular tube that connects a dribbling valve in the end, and simultaneously ball valve is closed.
(4), during slip casting, open ball valve earlier, emit ending the underground water of accumulating in the Grouting Pipe, pipe, clear hole are washed in water filling then, to guarantee the unimpeded of Grouting Pipe and injected hole, carry out slip casting with the low-pressure grouting pump after cleaning is finished, after reaching design pressure, grouting pressure promptly stops slip casting, and close ball valve, prevent that slurries from flowing out, and monitors in real time to the building above it when carrying out slip casting.
(5), after slurries to be injected reach final setting time, remove the sealing ball valve, and amputation antipriming pipe partly, with silently mouth being sealed, adopt the filling of rapid hardening impervious concrete floating, the globality and the aesthetic property of recovery tunnel top.
The flangeseal that contains rubber gasket is adopted in the bottom of antipriming, the current that can prevent tunnel top enter the tunnel, when slip casting, slurries flow into Grouting Pipe through ball valve, and from injected hole, flow in the space of soil layer, slurries can arrive larger distance in the soil layer under pressure, so just can form the big and less calculus of permeability of the intact intensity of slip casting in soil layer, improve the bearing capacity of ground, eliminated the loosening potential safety hazard that tunnel top is caused of tunnel upper soil layer.
The invention has the beneficial effects as follows: the intensity that not only can effectively improve tunnel top soil, prevent surface structures composition deformation or sinking, and can reduce engineering cost significantly, and it is simple in structure, low cost of manufacture, installation and use are all very convenient, are easy to promote the use of in the constructing tunnel field.
Description of drawings
The invention will be further described below in conjunction with accompanying drawing.
Fig. 1 is a cross-sectional view of the present invention.
Fig. 2 is a perspective view of the present invention.
Fig. 3 is the perspective view of special-shaped connecting elements among the present invention.
Fig. 4 is the cross-sectional view of special-shaped connecting elements among the present invention.
Fig. 5 is the cross-sectional view of the 2nd kind of embodiment of cone-shaped component among the present invention.
Code description among the figure: 1 antipriming pipe; 2 fixed discs; 3,3 ' flange; 4 rubber gaskets; 5 fixing holes; 6 clamp nuts; 7,7 ' taper bit; 8 Grouting Pipe; 9 injected holes; 10 special-shaped connecting elementss; 11 ball valves.
As Fig. 1, shown in Figure 2, be provided with fixed disc (2) in the outside of antipriming pipe (1), fixed disc is provided with fixing hole (5), fixing hole is used to install the expansion sealing rod, so that antipriming pipe is fixed on tunnel upper, flange (3) is installed below antipriming pipe, (3 '), in flange (3), the center fixed of (3 ') has rubber gasket (4), flange (3), (3 ') is fixing by clamp nut (6), Grouting Pipe (8) is made up of with all identical metal circular tube of external diameter the multistage internal diameter, adopt special-shaped connecting elements (10) to connect between the metal circular tube, as Fig. 3, shown in Figure 4, the two ends of abnormity component (10) external diameter partly is identical with the internal diameter of metal circular tube in the Grouting Pipe, intermediate projections thickness partly is identical with the pipe thickness of metal circular tube, the external diameter that can guarantee whole Grouting Pipe like this is identical, helps Grouting Pipe is squeezed in the soil layer.Be provided with ball valve (11) in the bottom of Grouting Pipe, the body of Grouting Pipe is provided with injected hole (9), generally about 8-10mm, so that slurries pass from injected hole, the slurries that adopted in the use are single liquid cement paste to the diameter of injected hole, water/binder ratio is 0.8, grouting pressure is controlled at below the 2MPa, can improve the penetrability of slurries like this, is installed with taper bit (7) on the top of Grouting Pipe, for guaranteeing the steadiness of taper bit, generally adopt welding manner to fix.Need to prove that taper bit as shown in Figure 1 is a solid, and under the situation of guaranteeing taper bit intensity, also can adopt conical hollow drill bit as shown in Figure 5, to save cost.
When using this job practices, should note following item:
1, in the punching process, wants pipeline situation in the good sub-district of identity, prevent to accidentally injure pipeline.
2, Grouting Pipe wants the position accurate on when punching roof-bolter, prevents from that the slip casting pipe is eccentric to rupture.
3, to monitor in real time the building of slip casting top simultaneously in the slip casting process.
4, beat and to note whether having underground water to flow in the tunnel in the pipe process, and squeeze in Grouting Pipe and to finish or slip casting is in time closed ball valve after finishing, prevent that underground water or slurries from flowing out.
5, after removing sealing ball valve and part amputation antipriming pipe, should adopt cement paste to carry out sealing of hole, and guarantee that concrete strength, the water resistance of sealing of hole reach designing requirement.
Claims (5)
1. the bracing means of a tunnel top soil, it is characterized in that: form by Grouting Pipe and antipriming, include antipriming pipe in the antipriming, end in Grouting Pipe is fixedlyed connected with taper bit, the other end is fixedlyed connected with ball valve, on the body of Grouting Pipe, be provided with injected hole, be connected with flange at an end of described antipriming pipe, and be provided with fixed disc in the outside of antipriming pipe.
2. the bracing means of tunnel top soil according to claim 1, it is characterized in that: Grouting Pipe is made up of with all identical metal circular tube of internal diameter the multistage external diameter, adopts special-shaped connecting elements to connect between every section metal circular tube.
3. the bracing means of tunnel top soil according to claim 2, it is characterized in that: special-shaped connecting elements is a metal tube thick between the detail of two ends, the thin external diameter partly in its two ends is identical with the internal diameter of metal circular tube in the Grouting Pipe, and thickness of lug boss part is identical with the pipe thickness of metal circular tube in the Grouting Pipe in the middle of it.
4. the soil layer bracing means of tunnel top according to claim 1, it is characterized in that: the internal diameter of antipriming pipe is more bigger than the external diameter of Grouting Pipe, is rubber gasket partly in the middle of the flange of antipriming pipe below.
5. the job practices of the bracing means of tunnel top soil according to claim 1 is characterized in that: carry out as follows when carrying out the grouting and reinforcing job execution:
(1), at first setting earlier a, degree of depth identical with fixed disc diameter in the antipriming with corning machine on positive top, tunnel is the hole of 50～100mm, then the concrete core is taken out, set a hole identical with the antipriming pipe external diameter, the degree of depth is imbedded end length more than or equal to antipriming pipe at same circle centre position then.
(2), antipriming is installed in the pre-drilled cavity, and adopt the expansion sealing rod that antipriming is fixed.
(3), with first section metal circular tube of Grouting Pipe, an end that has taper bit is aimed at the middle rubber gasket place of flange, antipriming bottom, with the Pneumatic immpacting roof-bolter metal circular tube is squeezed in the soil layer, the back of after squeezing into certain-length, second section metal circular tube being received first section metal circular tube with special-shaped connecting elements, with the Pneumatic immpacting roof-bolter second section metal circular tube squeezed in the soil layer again, by that analogy, to the Grouting Pipe of having squeezed into design length, at the metal circular tube of a dribbling valve of section connection at last, and simultaneously ball valve is closed.
(4), during slip casting, open ball valve earlier, the underground water of accumulating in the antipriming is emitted, inject clear water then and wash pipe, clear hole, unimpeded to guarantee Grouting Pipe, injected hole, clean and carry out slip casting with the low-pressure grouting pump after finishing, after reaching design pressure, grouting pressure stops slip casting, and close ball valve, prevent that slurries from flowing out, and monitors in real time to the building above it when carrying out slip casting.
(5), after slurries to be injected reach final setting time, remove the sealing ball valve, and amputation antipriming pipe partly, with silently the mouth of pipe being sealed, adopt the filling of rapid hardening impervious concrete floating, the globality and the aesthetic property of recovery tunnel top.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201010028067A CN101761345A (en) | 2010-01-12 | 2010-01-12 | Reinforcement device for tunnel top soil and construction method thereof |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201010028067A CN101761345A (en) | 2010-01-12 | 2010-01-12 | Reinforcement device for tunnel top soil and construction method thereof |
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| CN101761345A true CN101761345A (en) | 2010-06-30 |
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| Application Number | Title | Priority Date | Filing Date |
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| CN201010028067A Pending CN101761345A (en) | 2010-01-12 | 2010-01-12 | Reinforcement device for tunnel top soil and construction method thereof |
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Cited By (19)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102493432A (en) * | 2011-12-09 | 2012-06-13 | 中国建筑西南勘察设计研究院有限公司 | Grouting pipe |
| CN102758639A (en) * | 2012-04-10 | 2012-10-31 | 中铁隧道集团三处有限公司 | Anti-blowout long tube grouting method for limited-space tunnels |
| CN102839676A (en) * | 2012-09-29 | 2012-12-26 | 上海市机械施工有限公司 | Leaking stoppage device and using method thereof |
| CN103147748A (en) * | 2013-03-19 | 2013-06-12 | 中国水电顾问集团中南勘测设计研究院 | Downwards-opened drilling acoustic wave test water plugging device |
| CN103806920A (en) * | 2014-01-26 | 2014-05-21 | 山东大学 | Novel fixed point area control grouting device |
| CN103821540A (en) * | 2014-01-26 | 2014-05-28 | 山东大学 | Mixed double-liquid grouting pipe for hole bottoms in fixed-point control fields |
| CN104747210A (en) * | 2015-04-03 | 2015-07-01 | 核工业井巷建设公司 | Connecting structure for grouting large pipe shed for shallow-depth small-spacing rock-soil tunnel construction |
| CN105569045A (en) * | 2016-02-05 | 2016-05-11 | 江苏鼎达建筑新技术有限公司 | Grouting pipe |
| CN105649655A (en) * | 2016-03-25 | 2016-06-08 | 粤水电轨道交通建设有限公司 | Device used for grouting reinforcement from interior of shield tunneling machine to peripheral stratum |
| CN109184750A (en) * | 2018-11-15 | 2019-01-11 | 中铁二十局集团轨道交通工程有限公司 | A kind of tunnel radial grouting device and method |
| CN109488334A (en) * | 2018-10-25 | 2019-03-19 | 中铁第勘察设计院集团有限公司 | Deep hole grouting reinforcement means and equipment in shield tunnel |
| CN109505633A (en) * | 2019-01-15 | 2019-03-22 | 北京市市政工程研究院 | Lining cutting behind guide pipe grouting for water blocking device and construction method for shaly formation |
| CN110144904A (en) * | 2019-06-06 | 2019-08-20 | 招商局重庆交通科研设计院有限公司 | It is a kind of to face upward inclined discharge structure and its construction method with anchoring function certainly |
| CN111173539A (en) * | 2020-01-20 | 2020-05-19 | 北京市市政工程研究院 | Micropore repairing method and repairing device for local water seepage tunnel |
| CN112412509A (en) * | 2020-11-30 | 2021-02-26 | 中铁七局集团第三工程有限公司 | Grouting anchor rod device with underground water drainage function and using method thereof |
| CN112780311A (en) * | 2021-03-01 | 2021-05-11 | 金诚信矿业管理股份有限公司 | Roadway engineering treatment method under complex engineering geological condition |
| CN113153379A (en) * | 2021-04-27 | 2021-07-23 | 重庆永昂实业有限公司 | Tunnel water-proof and drainage system and construction process |
| CN114059505A (en) * | 2021-12-16 | 2022-02-18 | 中国电建集团贵阳勘测设计研究院有限公司 | Grouting construction method and grouting equipment for water burst part of hydropower station |
| CN115839244A (en) * | 2023-02-13 | 2023-03-24 | 中铁五局集团电务工程有限责任公司 | Short-distance subway shield tunnel crossing operation supporting equipment and method |
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2010
- 2010-01-12 CN CN201010028067A patent/CN101761345A/en active Pending
Cited By (26)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102493432A (en) * | 2011-12-09 | 2012-06-13 | 中国建筑西南勘察设计研究院有限公司 | Grouting pipe |
| CN102758639A (en) * | 2012-04-10 | 2012-10-31 | 中铁隧道集团三处有限公司 | Anti-blowout long tube grouting method for limited-space tunnels |
| CN102839676A (en) * | 2012-09-29 | 2012-12-26 | 上海市机械施工有限公司 | Leaking stoppage device and using method thereof |
| CN103147748A (en) * | 2013-03-19 | 2013-06-12 | 中国水电顾问集团中南勘测设计研究院 | Downwards-opened drilling acoustic wave test water plugging device |
| CN103806920B (en) * | 2014-01-26 | 2015-12-02 | 山东大学 | Fixed point control territory Novel grouting device |
| CN103806920A (en) * | 2014-01-26 | 2014-05-21 | 山东大学 | Novel fixed point area control grouting device |
| CN103821540A (en) * | 2014-01-26 | 2014-05-28 | 山东大学 | Mixed double-liquid grouting pipe for hole bottoms in fixed-point control fields |
| CN104747210A (en) * | 2015-04-03 | 2015-07-01 | 核工业井巷建设公司 | Connecting structure for grouting large pipe shed for shallow-depth small-spacing rock-soil tunnel construction |
| CN105569045A (en) * | 2016-02-05 | 2016-05-11 | 江苏鼎达建筑新技术有限公司 | Grouting pipe |
| CN105649655A (en) * | 2016-03-25 | 2016-06-08 | 粤水电轨道交通建设有限公司 | Device used for grouting reinforcement from interior of shield tunneling machine to peripheral stratum |
| CN109488334A (en) * | 2018-10-25 | 2019-03-19 | 中铁第勘察设计院集团有限公司 | Deep hole grouting reinforcement means and equipment in shield tunnel |
| CN109184750A (en) * | 2018-11-15 | 2019-01-11 | 中铁二十局集团轨道交通工程有限公司 | A kind of tunnel radial grouting device and method |
| CN109184750B (en) * | 2018-11-15 | 2024-06-28 | 中铁二十一局集团轨道交通工程有限公司 | Tunnel radial grouting device and method |
| CN109505633A (en) * | 2019-01-15 | 2019-03-22 | 北京市市政工程研究院 | Lining cutting behind guide pipe grouting for water blocking device and construction method for shaly formation |
| CN109505633B (en) * | 2019-01-15 | 2024-03-29 | 北京市市政工程研究院 | Lining back guide pipe grouting water plugging device for muddy stratum and construction method |
| CN110144904A (en) * | 2019-06-06 | 2019-08-20 | 招商局重庆交通科研设计院有限公司 | It is a kind of to face upward inclined discharge structure and its construction method with anchoring function certainly |
| CN111173539A (en) * | 2020-01-20 | 2020-05-19 | 北京市市政工程研究院 | Micropore repairing method and repairing device for local water seepage tunnel |
| CN112412509A (en) * | 2020-11-30 | 2021-02-26 | 中铁七局集团第三工程有限公司 | Grouting anchor rod device with underground water drainage function and using method thereof |
| CN112412509B (en) * | 2020-11-30 | 2023-10-13 | 中铁七局集团第三工程有限公司 | Grouting anchor rod device with underground water drainage function and use method thereof |
| CN112780311A (en) * | 2021-03-01 | 2021-05-11 | 金诚信矿业管理股份有限公司 | Roadway engineering treatment method under complex engineering geological condition |
| CN113153379A (en) * | 2021-04-27 | 2021-07-23 | 重庆永昂实业有限公司 | Tunnel water-proof and drainage system and construction process |
| CN113153379B (en) * | 2021-04-27 | 2024-01-09 | 重庆永昂实业有限公司 | Tunnel waterproof and drainage system and construction process |
| CN114059505A (en) * | 2021-12-16 | 2022-02-18 | 中国电建集团贵阳勘测设计研究院有限公司 | Grouting construction method and grouting equipment for water burst part of hydropower station |
| CN114059505B (en) * | 2021-12-16 | 2023-08-25 | 中国电建集团贵阳勘测设计研究院有限公司 | Hydropower station water inrush position grouting construction method and grouting equipment |
| CN115839244A (en) * | 2023-02-13 | 2023-03-24 | 中铁五局集团电务工程有限责任公司 | Short-distance subway shield tunnel crossing operation supporting equipment and method |
| CN115839244B (en) * | 2023-02-13 | 2023-04-18 | 中铁五局集团电务工程有限责任公司 | Short-distance subway shield tunnel crossing operation supporting equipment and method |
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Application publication date: 20100630 |