CN104929686A - Drainage pressure reducing method controlling shield tunnel uplift and duct piece thereof - Google Patents
Drainage pressure reducing method controlling shield tunnel uplift and duct piece thereof Download PDFInfo
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- CN104929686A CN104929686A CN201510374123.6A CN201510374123A CN104929686A CN 104929686 A CN104929686 A CN 104929686A CN 201510374123 A CN201510374123 A CN 201510374123A CN 104929686 A CN104929686 A CN 104929686A
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Abstract
The invention discloses a drainage pressure reducing method controlling shield tunnel uplift and a duct piece thereof. Decompression valves are distributed on a duct piece structure below a shield tunnel springing line. In earthquake, once rear pore water pressure of a tunnel wall exceeds a pressure early warning value, the decompression valves are automatically opened to drain water and reduce pressure, so as to prevent tunnel uplift. The decompression valves are pre-embedded in a duct piece precast yard. After shield tunnel on-site secondary grouting, troubleshooting of faults of drainage pressure reducing of the decompression valves is performed, so as to ensure smooth of drainage of the decompression valves. In order to provide convenience for dismounting the decompression valves for fault troubleshooting, the decompression valve is required to be surrounded by a steel sleeve. The steel sleeve is provided with a filtering layer on the side opposite to a tunnel central side, so as to prevent sands out of the tunnel from entering the tunnel in pressure reducing drainage. The method is simple in operation, and the technical method is easy to master. Compared with a conventional tunnel stratum anti-liquefaction treatment scheme, engineering cost is greatly reduced, and the method and the duct piece can be used for duct piece uplift value control in a shield tunnel construction process.
Description
Technical field
The present invention relates to a kind of the drainage pressure-reducing method and the section of jurisdiction pattern thereof that control shield tunnel float-amount, be mainly applicable to liquefiable stratum.
Background technology
Liquefying soil mainly comprises sand and inductile silt, and in China, distribution is very wide.Along with China's Development of underground railway, more and more shield driven tunnel crossing liquefying soil stratum.Due to the totally-enclosed waterproofing design of the many employings of shield tunnel, during Stratigraphic liquidation, around tunnel, pore water pressure improves rapidly, easily impels tunnel upward floating, seriously jeopardizes tunnel structure safety.Often adopt both at home and abroad at present and lay the scheme on stratum residing for rubble drainage channel, isolation pile or grouting and reinforcing tunnel along the line to prevent Stratigraphic liquidation residing for tunnel in tunnel, and then control tunnel upward floating amount, such renovation scheme, for the such long structure in tunnel, often needs a large amount of engineering costs.Control cost to reduce tunnel upward floating, the present invention is according to the feature of shield tunnel construction, and the new method proposing a kind of shield tunnel anti-floating seems very important.
Summary of the invention
First technical problem to be solved by this invention is to provide the drainage pressure-reducing method that the low and effective control shield tunnel of a kind of cost floats.
Second technical problem to be solved by this invention is to provide a kind of section of jurisdiction realizing the drainage pressure-reducing method that this control shield tunnel floats.
In order to solve first technical problem, the drainage pressure-reducing method that control shield tunnel provided by the invention floats, relief valve is laid in section of jurisdiction under shield tunnel springing line, time normal, relief valve cuts out, liquefiable formation pore water pressure residing for tunnel is once rise to pressure early warning value when an earthquake occurs, draining pressure release opened automatically by relief valve, formation pore water pressure residing for tunnel controlled within the scope of pressure early warning value, and then controls tunnel upward floating.
Two relief valves are laid in each described section of jurisdiction below described tunnel springing line.
Theoretical based on soil dynamics, prevent pressure permissible value after the described section of jurisdiction wall corresponding to duct piece float upward, determine section of jurisdiction number of rings and the unit interval displacement of the relief valve described in laying along the section of jurisdiction scope domestic demand of tunnel longitudinally described in every bull's eye.
For not needing the pipe ring laying relief valve in the section of jurisdiction described in every bull's eye, with common section of jurisdiction.
When the described relief valve deviating from tunnel central side being placed with filtration beds to prevent described relief valve decompression draining, sand enters in tunnel.
When prefabricated described section of jurisdiction in described section of jurisdiction pre-buried good steel bushing, and described relief valve is installed before the section of jurisdiction described in tunnel on-site consolidation, after described pipe sheet assembling is good, unload described relief valve and carry out draining pressure release, and then load onto described relief valve, guarantee described steel bushing and described relief valve draining smooth and easy, the service behaviour of relief valve is inspected for acceptance.
Be set to by the pressure early warning value of described relief valve and prevent 70% of pressure permissible value corresponding to duct piece float upward, the relief valve described in time normal cuts out, water pressure permissible value Auto-drainage pressure release immediately after the wall of section of jurisdiction during earthquake.
In order to solve second technical problem, realization provided by the invention controls the section of jurisdiction of the drainage pressure-reducing method that shield tunnel floats, and comprises section of jurisdiction, described section of jurisdiction is laid with relief valve.
Described section of jurisdiction is laid with steel bushing, and described relief valve adopts screw thread to be arranged in described steel bushing.
The side deviating from center, tunnel at described relief valve is placed with filtration beds.
The drainage pressure-reducing method adopting the control shield tunnel of technique scheme to float and section of jurisdiction thereof, relief valve is intermediate arrangement at the bottom of tunnel preferably, then arranges relief valve toward section of jurisdiction, both sides at the bottom of tunnel, requires all relief valves below tunnel springing line on section of jurisdiction.During to prevent duct piece float upward, after wall, water pressure, for foundation, obtains pressure early warning value (being set to 70% of pressure threshold value) and the quantity of relief valve.After obtaining the design parameters of relief valve, carry out on-the-spot relief valve installation.For duct pieces of shield tunnel all in the feature that precasting yard completes, relief valve can be embedded in section of jurisdiction according to designing requirement at precasting yard.In order to whether the assembled rear convenient investigation relief valve of segment inside tunnel at the scene exists because faults such as section of jurisdiction secondary grouting shutoff, require that relief valve is detachable, and the relief hole after dismounting not affect tunnel segment structure stressed.After on-the-spot tunnel secondary grouting completes, the performance of investigation relief valve decompression draining, finds water-tight if open relief valve, dismantle relief valve and arrange clearly relief hole, guarantee that relief valve can play decompression drainage effect after opening.
When earthquake occurs, force value after the wall of section of jurisdiction is once reach the pressure early warning value set by relief valve, and relief valve is automatically opened and carried out draining pressure release, otherwise closes.Because earthquake is unpredictable accident, require to illustrate according to the producer of relief valve, in metro operation process, regularly carry out relief valve maintenance and management.
The present invention is simple to operate, and technological means is easy to grasp; The anti-liquefaction scheme in stratum residing for relatively traditional tunnel, engineering cost reduces greatly; And may be used for controlling duct piece float upward in shield tunnel construction process, namely open the following relief valve of tunnel springing line and carry out drainage pressure-reducing, prevent duct piece float upward, after the grout cures of secondary grouting, close all relief valves again.
The principle of the present invention's foundation decompression draining carrys out the size of pore water pressure after tunnel wall when Earthquake occurrence control occurs.Pre-buried relief valve on tunnel segment structure below shield tunnel springing line, the early warning value of pore water pressure after setting tunnel wall.Time normal, relief valve cuts out, and when earthquake occurs, once pore water pressure exceedes early warning value, relief valve is automatically opened and carried out decompression draining, the dropping in safe range of pore water pressure after making tunnel wall, thus control tunnel upward floating amount.Therefore, the present invention is a kind of drainage pressure-reducing method and section of jurisdiction thereof of control shield tunnel floating effectively and at a low price.
Accompanying drawing explanation
Fig. 1 is the layout schematic diagram along relief valve on tunnel cross section.
Fig. 2 is the layout schematic diagram of relief valve on section of jurisdiction
Fig. 3 is the diagrammatic sectional view of relief valve and steel bushing.(note: market has relief valve product, is not introduced relief valve concrete structure here)
In figure: 1-section of jurisdiction, 2-tunnel center line, 3-tunnel springing line, 4-relief valve, 5-steel bushing, 6-filtration beds.
Detailed description of the invention
Below in conjunction with accompanying drawing, the specific embodiment of the present invention is elaborated.
See Fig. 2 and Fig. 3, section of jurisdiction 1 is laid with relief valve 4, preferably, section of jurisdiction 1 is laid with two relief valves, 4, two relief valves 4 and is arranged on the center line of section of jurisdiction 1.
Particularly, section of jurisdiction 1 is laid with steel bushing 5, relief valve 4 adopts screw thread to be arranged in steel bushing 5.
Further, the side deviating from center, tunnel at relief valve 4 is placed with filtration beds 6.
See Fig. 1, Fig. 2 and Fig. 3, a kind of drainage pressure-reducing method controlling shield tunnel and float, polylith section of jurisdiction 1 surrounds a tunnel and is formed with tunnel center line 2 and tunnel springing line 3, relief valve 4 is laid in section of jurisdiction 1 under shield tunnel springing line 3, time normal, relief valve 4 cuts out, liquefiable formation pore water pressure residing for tunnel is once rise to pressure early warning value when an earthquake occurs, draining pressure release opened automatically by relief valve 4, formation pore water pressure residing for tunnel is controlled within the scope of pressure early warning value, and then controls tunnel upward floating.
Further, two relief valves 4 are laid in each section of jurisdiction 1 of tunnel springing line less than 3.
Theoretical based on soil dynamics, prevent pressure permissible value after section of jurisdiction 1 wall corresponding to duct piece float upward, determine that longitudinally every bull's eye section of jurisdiction 1 scope domestic demand lays section of jurisdiction 1 number of rings and the unit interval displacement of relief valve 4 along tunnel.For not needing the pipe ring laying relief valve in every bull's eye section of jurisdiction 1, with common section of jurisdiction.
The side that relief valve 4 deviates from center, tunnel is placed with filtration beds 6, in case stopping leak pressure valve 4 reduces pressure, during draining, sand enters in tunnel.
When segment prefabricated field prefabricated pipe section 1 in section of jurisdiction 1 pre-buried good steel bushing 5, and before on-site consolidation section of jurisdiction, tunnel 1, in steel bushing 5, adopt screw thread to install relief valve 4, section of jurisdiction 1 assembled good after, unload relief valve 4 and carry out draining pressure release, and then load onto relief valve 4, guarantee steel bushing 5 and relief valve 4 draining smooth and easy, the service behaviour of relief valve is inspected for acceptance.
Be set to by the pressure early warning value of relief valve 4 and prevent 70% of pressure permissible value corresponding to duct piece float upward, time normal, relief valve 4 cuts out, water pressure permissible value Auto-drainage pressure release immediately after the wall of section of jurisdiction during earthquake.
See Fig. 1, Fig. 2 and Fig. 3, the present invention, in concrete enforcement, is realized by the following step:
The first step: lay relief valve 4 on the section of jurisdiction 1 of tunnel springing line less than 3, two relief valves 4 are laid in each section of jurisdiction 1.
Second step: relief valve 4 and steel bushing 5 are installed in segment prefabricated field, require that steel bushing 5 includes screw thread, is convenient to tunnel in-site installation and dismounting relief valve 4, to deviate from when tunnel central side places filtration beds 6 to prevent earthquake in steel bushing 5 liquefiable sandy soil after the wall of section of jurisdiction and enters tunnel.
3rd step: because edpth of tunnel is different with groundwater table, during duct piece float upward, after wall, water pressure is different, according to concrete engineering situation, based on pressure permissible value after the section of jurisdiction wall that soil dynamics theory calculate goes out to prevent corresponding to duct piece float upward, determine that longitudinally every bull's eye section of jurisdiction scope domestic demand lays section of jurisdiction number of rings and the unit interval displacement of relief valve along tunnel.
4th step: the section of jurisdiction number of rings need laying relief valve according to every bull's eye section of jurisdiction longitudinal along tunnel, in on-site consolidation section of jurisdiction, tunnel, for the pipe ring not needing the assembled laying relief valve of continuity, replaces with the common section of jurisdiction not containing relief valve, to save engineering cost.
5th step: before the on-the-spot pipe sheet assembling in tunnel, screw in relief valve 4 at steel bushing 5, then segment assembly, avoid steel bushing 5 to seep water for a long time.
6th step: after secondary grouting to be done, unloads relief valve 4 one by one, and on investigation section of jurisdiction 1, whether draining is unobstructed for steel bushing 5, for the situation of impeded drainage, carries out clean plasm dredging process, and then loads onto relief valve 4, inspect for acceptance to the service behaviour of relief valve 4.
7th step: the pressure early warning value (equaling 70% of pressure permissible value) of setting relief valve 4, time normal, relief valve 4 cuts out, and in formulation shield tunnel operation process, relief valve 4 periodic maintenance and management system are to guarantee that relief valve 4 normally works.
The present invention is mainly used in earthquake in liquefiable stratum shield tunnel operation process and causes the control of duct piece float upward, also can control section of jurisdiction 1 float in shield tunnel construction process by Appropriate application relief valve 4 drainage pressure-reducing.In addition, thought of the present invention also may be used for the totally-enclosed anti-water tunnel adopting New Austrian Tunneling Method construction, and just relief valve 4 places in advance and carries out fluid concrete lining cutting again before tunnel lining mould is built, and carries out malfunction elimination after form removal to relief valve 4.
Claims (10)
1. the drainage pressure-reducing method controlling shield tunnel and float, it is characterized in that: relief valve (4) is laid in the section of jurisdiction (1) under shield tunnel springing line (3), time normal, relief valve (4) cuts out, liquefiable formation pore water pressure residing for tunnel is once rise to pressure early warning value when an earthquake occurs, draining pressure release opened automatically by relief valve (4), formation pore water pressure residing for tunnel is controlled within the scope of pressure early warning value, and then controls tunnel upward floating.
2. the drainage pressure-reducing method of control shield tunnel floating according to claim 1, is characterized in that: described tunnel springing line (3) upper laying two relief valves (4) in each described section of jurisdiction (1) below.
3. the drainage pressure-reducing method of control shield tunnel floating according to claim 1 and 2, it is characterized in that: theoretical based on soil dynamics, prevent pressure permissible value after described section of jurisdiction (1) wall corresponding to duct piece float upward, determine section of jurisdiction (1) number of rings and the unit interval displacement of the relief valve (4) described in laying along section of jurisdiction (1) the scope domestic demand of tunnel longitudinally described in every bull's eye.
4. the drainage pressure-reducing method of control shield tunnel floating according to claim 3, is characterized in that: for the pipe ring not needing to lay relief valve in the section of jurisdiction (1) described in every bull's eye, with common section of jurisdiction.
5. the drainage pressure-reducing method that floats of control shield tunnel according to claim 1 and 2, is characterized in that: when the described relief valve (4) deviating from tunnel central side being placed with filtration beds (6) to prevent described relief valve (4) decompression draining, sand enters in tunnel.
6. the drainage pressure-reducing method of control shield tunnel floating according to claim 1 and 2, it is characterized in that: when prefabricated described section of jurisdiction (1) in described section of jurisdiction (1) pre-buried good steel bushing (5), and section of jurisdiction (1) described in tunnel on-site consolidation is front installs described relief valve (4), described section of jurisdiction (1) assembled good after, unload described relief valve (4) and carry out draining pressure release, and then load onto described relief valve (4), guarantee described steel bushing (5) and described relief valve (4) draining smooth and easy, the service behaviour of relief valve is inspected for acceptance.
7. the drainage pressure-reducing method of control shield tunnel floating according to claim 1 and 2, it is characterized in that: the pressure early warning value of described relief valve (4) is set to and prevents 70% of pressure permissible value corresponding to duct piece float upward, relief valve (4) described in time normal cuts out, water pressure permissible value Auto-drainage pressure release immediately after the wall of section of jurisdiction during earthquake.
8. realize the section of jurisdiction of the drainage pressure-reducing method that control shield tunnel according to claim 1 floats, comprise section of jurisdiction (1), it is characterized in that: on described section of jurisdiction (1), be laid with relief valve (4).
9. the section of jurisdiction realizing the drainage pressure-reducing method controlling shield tunnel floating according to claim 8, it is characterized in that: described section of jurisdiction (1) is laid with steel bushing (5), described relief valve (4) adopts screw thread to be arranged in described steel bushing (5).
10. realization according to claim 8 or claim 9 controls the section of jurisdiction of the drainage pressure-reducing method that shield tunnel floats, and it is characterized in that: the side deviating from center, tunnel at described relief valve (4) is placed with filtration beds (6).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201510374123.6A CN104929686A (en) | 2015-07-01 | 2015-07-01 | Drainage pressure reducing method controlling shield tunnel uplift and duct piece thereof |
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| Application Number | Priority Date | Filing Date | Title |
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| CN201510374123.6A CN104929686A (en) | 2015-07-01 | 2015-07-01 | Drainage pressure reducing method controlling shield tunnel uplift and duct piece thereof |
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| CN104929686A true CN104929686A (en) | 2015-09-23 |
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| CN201510374123.6A Pending CN104929686A (en) | 2015-07-01 | 2015-07-01 | Drainage pressure reducing method controlling shield tunnel uplift and duct piece thereof |
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Cited By (9)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN105465536A (en) * | 2015-12-31 | 2016-04-06 | 中核核电运行管理有限公司 | Large-flow pipeline pressure reduction device |
| AT517617B1 (en) * | 2015-11-26 | 2017-03-15 | Agru Kunststofftechnik Ges M B H | Cover for a sleeve |
| CN110454194A (en) * | 2019-08-06 | 2019-11-15 | 中广核工程有限公司 | Shield-tunneling construction secondary grouting method |
| CN110939458A (en) * | 2019-12-30 | 2020-03-31 | 天津大学 | Gas injection system and gas injection method for preventing tunnel segment from floating up due to liquefaction |
| CN111136767A (en) * | 2019-12-31 | 2020-05-12 | 浙江裕洋隧道管片制造有限公司 | Subway tunnel segment, equipment for producing segment and production process |
| CN111472839A (en) * | 2020-05-13 | 2020-07-31 | 长江勘测规划设计研究有限责任公司 | Comprehensive seepage control-based quantitative calculation method for water discharge of water-rich tunnel construction |
| CN111520161A (en) * | 2020-04-30 | 2020-08-11 | 中国电建集团华东勘测设计研究院有限公司 | Shield tunnel lining structure suitable for liquefied silt layer |
| CN111594199A (en) * | 2020-05-20 | 2020-08-28 | 中铁二局集团有限公司 | Construction method for wall back backfilling of double-shield TBM |
| CN112031812A (en) * | 2020-08-28 | 2020-12-04 | 浙大城市学院 | Drainage positioning grouting pipe piece and construction method thereof |
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| AT517617B1 (en) * | 2015-11-26 | 2017-03-15 | Agru Kunststofftechnik Ges M B H | Cover for a sleeve |
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| CN110939458A (en) * | 2019-12-30 | 2020-03-31 | 天津大学 | Gas injection system and gas injection method for preventing tunnel segment from floating up due to liquefaction |
| CN111136767A (en) * | 2019-12-31 | 2020-05-12 | 浙江裕洋隧道管片制造有限公司 | Subway tunnel segment, equipment for producing segment and production process |
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| CN111520161A (en) * | 2020-04-30 | 2020-08-11 | 中国电建集团华东勘测设计研究院有限公司 | Shield tunnel lining structure suitable for liquefied silt layer |
| CN111520161B (en) * | 2020-04-30 | 2022-03-18 | 中国电建集团华东勘测设计研究院有限公司 | Shield tunnel lining structure suitable for liquefied silt layer |
| CN111472839A (en) * | 2020-05-13 | 2020-07-31 | 长江勘测规划设计研究有限责任公司 | Comprehensive seepage control-based quantitative calculation method for water discharge of water-rich tunnel construction |
| CN111472839B (en) * | 2020-05-13 | 2022-03-29 | 长江勘测规划设计研究有限责任公司 | Comprehensive seepage control-based quantitative calculation method for water discharge of water-rich tunnel construction |
| CN111594199A (en) * | 2020-05-20 | 2020-08-28 | 中铁二局集团有限公司 | Construction method for wall back backfilling of double-shield TBM |
| CN112031812A (en) * | 2020-08-28 | 2020-12-04 | 浙大城市学院 | Drainage positioning grouting pipe piece and construction method thereof |
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Application publication date: 20150923 |