CN101598027B - Tunnel connection channel construction method of shield interval - Google Patents
Tunnel connection channel construction method of shield interval Download PDFInfo
- Publication number
- CN101598027B CN101598027B CN2009100410289A CN200910041028A CN101598027B CN 101598027 B CN101598027 B CN 101598027B CN 2009100410289 A CN2009100410289 A CN 2009100410289A CN 200910041028 A CN200910041028 A CN 200910041028A CN 101598027 B CN101598027 B CN 101598027B
- Authority
- CN
- China
- Prior art keywords
- construction
- service channel
- channel
- connecting channel
- portal
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Active
Links
Landscapes
- Excavating Of Shafts Or Tunnels (AREA)
Abstract
The invention discloses a tunnel connection channel construction method of a shield interval, which comprises the following steps: 1. an enclosed plain concrete continuous wall which is used as a water sealing curtain is arranged at the periphery of the connection channel ; 2. a mixing pile or grouting is adopted inside of the connection channel area to reinforce soil body; 3. excavating verticalwell construction is carried out within the range of a reinforce area; 4. a subsurface excavation method is adopted to carry out excavation and lining construction for the connecting channel from both sides of the vertical well. 5. after the construction of the connecting channel interval is completed and a shield machine entirely passes through a reinforce body, a tube sheet positioned at the connecting channel portal is cut off, the portal waterstop and the portal structure of the connecting channel are constructed; the lining structure of the connecting channel positioned at the vertical well is also constructed and the vertical well is refilled, finally the connecting channel is completed; the stratum reinforce construction method of the connecting channel is high in efficiency and safe, can be promoted and applied to the construction of reinforcing stratum for changing the tool bits of the shield machine, thereby providing reliable guarantee for changing the tool bits of the shield machine.
Description
Technical field
The present invention relates to the realm of building construction, the connection channel construction method in particularly a kind of shield tunnel project.
Background technology
In engineering in the past, the service channel stratum consolidation method in the shield tunnel project all is to adopt one or more combinations in agitation pile reinforcing, rotary churning pile reinforcing, grouting and reinforcing or the freezing process reinforcement means to reinforce.But need be in rich groundwater, when the mobile soft formation strong, that void content is big of water is reinforced, if adopting the cement grout material reinforces, cement grout tends to scurry situations such as slurry, segregation because slurries take place, and make that soil mass consolidation intensity is low, porosity is big, lack of homogeneity, can not be strong from surely reaching permeability, finally cause reinforcing and lost efficacy; If adopt freezing process to reinforce, also exist long in time limit, construction cost is higher, the adverse effect of frost heave, underflow be to deficiencies such as fast Freezing stratum as rapid effect are undesirable.Accident takes place frequently during the service channel excavation, and has had a strong impact on the construction speed in tunnel, becomes the difficult problem in the shield tunnel project construction always.
Summary of the invention
In order to overcome the deficiencies in the prior art, the invention provides a kind of efficient, safety, the service channel form of construction work of saving duration, risk when also greatly reducing simultaneously the service channel construction, for controlling the stable reinforced construction method that effective guarantee is provided of soil mass consolidation preferably, and guarantee that shield machine passes through strengthening stratum quickly and safely.
The present invention solves the problems of the technologies described above the technical scheme that is adopted:
The tunnel connection channel construction method in a kind of shield structure interval is characterized in that: may further comprise the steps:
(1) service channel zone periphery is established the plain concrete diaphragm wall that a trap closes and make water-stop curtain, diaphragm wall is performed to impervious stratum by ground, has formed an airtight tubular outsourcing water-stopping structure jointly with impervious stratum;
(2) adopt the agitation pile or the grouting and reinforcing soil body at the service channel intra-zone, improvement geology, and between plain concrete diaphragm wall and soil mass consolidation, set up row's rotary churning pile to strengthen waterproof and soil mass consolidation;
(3) in the reinforcing area scope, carry out the shaft excavation construction;
(4) adopt hidden construction process to carry out the excavation and the lining construction of service channel to both sides from vertical shaft;
(5) treat the service channel interval perform finish and shield machine fully by after adding solid, cut off the section of jurisdiction of service channel portal position, perform portal waterstop, the portal structure of service channel, and the service channel liner structure and the backfill vertical shaft that perform the vertical shaft position, last service channel connects to be finished.
The invention has the beneficial effects as follows: adopt this worker's method to carry out the service channel construction, the barrier properties of reinforcing area is good, and the consolidation effect of soil mass consolidation is good; The risk that performs service channel can not brought the tunneling shield construction during service channel excavation construction; The service channel construction can be carried out simultaneously with the tunneling shield construction, does not influence total duration of construction of tunnel; During the service channel construction, saved the level transportation in the tunnel, it is more convenient to construct.The stratum consolidation job practices of this service channel is efficient, safety, can be popularized and applied to shield machine and change in the construction of cutter stratum consolidation, and the construction of changing cutter for shield machine provides one to ensure reliably.
The specific embodiment
The tunnel connection channel construction method in a kind of shield structure interval may further comprise the steps:
(1) sets up the plain concrete diaphragm wall that a trap closes in the reinforcing area periphery and make water-stop curtain, the plain concrete diaphragm wall is that 800mm is thick, the strength grade of concrete that adopts is C20, wherein the diaphragm wall in the tunnel scope then adopts the C20+ mortar to be mixed into the plain concrete that is equivalent to C5 intensity, so that shield machine cutter directly cuts it, the assurance shield machine tunnels to pass smoothly and adds solid.The stagnant water effect of diaphragm wall is reliable, diaphragm wall is performed to impervious stratum by ground, formed an airtight tubular externally-packed structure jointly with impervious stratum, soil mass consolidation in the reinforcing scope is played the effect that cuts off current, prevents water erosion and seepage failure, guaranteed that the soil mass consolidation in the reinforcing area has good consolidation effect.
(2) at the inner agitation pile or the grouting and reinforcing soil body of adopting of reinforcing area, improvement geology, and between plain concrete diaphragm wall and soil mass consolidation, set up row's rotary churning pile to strengthen waterproof and soil mass consolidation.The soil body through agitation pile, rotary churning pile or grouting and reinforcing should have good self-support performance, homogenieity, and unconfined compression strength reaches more than the 0.2Mpa, thereby has guaranteed that country rock soil body self-stability is good when vertical shaft and service channel excavation construction, ensures construction safety.
(3) in the reinforcing area scope, vertically perform the vertical shaft that a diameter is 1600mm from ground to service channel, vertical shaft adopts reverse construction, and what liner adopted is trapezoidal guard wall structure.
(4) after vertical shaft performs design elevation, it is underground to adopt terrestrial net that the geographical coordinates setting-out at control point is arrived, and makes the axis of service channel, adopts hidden construction process to carry out the excavation and the lining construction of service channel to both sides from vertical shaft again.The turnover of construction material, personnel, native slag is finished by the vertical shaft vertical transport.
(5) treat the service channel interval perform finish and shield machine fully by after adding solid, cut off the section of jurisdiction of service channel portal position, perform portal waterstop, the portal structure of service channel, and the service channel liner structure and the backfill vertical shaft that perform the vertical shaft position, last service channel connects to be finished.
By above-mentioned construction as can be seen, adopt this worker's method to carry out the service channel construction, the barrier properties of reinforcing area is good, and the consolidation effect of soil mass consolidation is good; The risk that performs service channel can not brought the tunneling shield construction during service channel excavation construction; The service channel construction can be carried out simultaneously with the tunneling shield construction, does not influence total duration of construction of tunnel; During the service channel construction, saved the level transportation in the tunnel, it is more convenient to construct.
The stratum consolidation job practices of this service channel is efficient, safety, can be popularized and applied to shield machine and change in the construction of cutter stratum consolidation, and the construction of changing cutter for shield machine provides one to ensure reliably.
Claims (3)
1. the tunnel connection channel construction method in a shield structure interval is characterized in that: may further comprise the steps:
(1) service channel zone periphery is established the plain concrete diaphragm wall that a trap closes and make water-stop curtain, diaphragm wall is performed to impervious stratum by ground, has formed an airtight tubular outsourcing water-stopping structure jointly with impervious stratum;
(2) adopt the agitation pile or the grouting and reinforcing soil body at the service channel intra-zone, improvement geology, and between plain concrete diaphragm wall and soil mass consolidation, set up row's rotary churning pile to strengthen waterproof and soil mass consolidation;
(3) in the reinforcing area scope, carry out the shaft excavation construction;
(4) adopt hidden construction process to carry out the excavation and the lining construction of service channel to both sides from vertical shaft;
(5) treat the service channel interval perform finish and shield machine fully by after adding solid, cut off the section of jurisdiction of service channel portal position, perform portal waterstop, the portal structure of service channel, and the service channel liner structure and the backfill vertical shaft that perform the vertical shaft position, last service channel connects to be finished.
2. the tunnel connection channel construction method in a kind of shield structure according to claim 1 interval, it is characterized in that: the continuous wall thickness of plain concrete of described step (1) is 800mm, the strength grade of concrete that adopts is C20, and wherein the diaphragm wall in the tunnel scope then adopts the C20+ mortar to be mixed into the plain concrete that is equivalent to C5 intensity.
3. the tunnel connection channel construction method in a kind of shield structure according to claim 1 interval, it is characterized in that: the vertical shaft of described step (3) adopts reverse construction, vertically perform the vertical shaft that a diameter is 1600mm from ground to service channel, what its liner adopted is trapezoidal guard wall structure.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2009100410289A CN101598027B (en) | 2009-07-10 | 2009-07-10 | Tunnel connection channel construction method of shield interval |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2009100410289A CN101598027B (en) | 2009-07-10 | 2009-07-10 | Tunnel connection channel construction method of shield interval |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN101598027A CN101598027A (en) | 2009-12-09 |
| CN101598027B true CN101598027B (en) | 2011-08-17 |
Family
ID=41419608
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN2009100410289A Active CN101598027B (en) | 2009-07-10 | 2009-07-10 | Tunnel connection channel construction method of shield interval |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN101598027B (en) |
Families Citing this family (19)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101781889B (en) * | 2010-01-29 | 2014-10-08 | 中铁四局集团第五工程有限公司 | H-shaped waterproof curtain construction process |
| CN101967978B (en) * | 2010-02-04 | 2012-10-03 | 上海隧道工程股份有限公司 | Construction method for improving shield soil in composite sand gravel stratum |
| CN101749026B (en) * | 2010-02-10 | 2012-10-03 | 中铁三局集团有限公司 | Grid reinforcing method of shield receiving or starting end head and shield receiving method |
| CN102287198B (en) * | 2011-07-23 | 2013-07-03 | 中铁十二局集团有限公司 | Construction method for river-crossing shield tunnel crushed stratum communication channel |
| CN103114857A (en) * | 2013-02-26 | 2013-05-22 | 中铁十九局集团第二工程有限公司 | Shield tunnel construction method |
| CN104846829B (en) * | 2014-02-18 | 2017-05-10 | 宏润建设集团股份有限公司 | Shield-reserved penetration composite type foundation pit support wall and construction method thereof |
| CN104963693B (en) * | 2015-06-18 | 2017-03-08 | 河海大学 | Rectangular parallel push pipe connection channel construction method |
| CN105545313A (en) * | 2016-02-02 | 2016-05-04 | 中铁十九局集团轨道交通工程有限公司 | T-shaped concealed excavated tunnel shield tunneling machine backup trolley lowering translation system and method thereof |
| CN106050266B (en) * | 2016-07-22 | 2018-01-02 | 中铁建大桥工程局集团第五工程有限公司 | The construction method of shield section service channel tunneling in rich water sand-pebble layer tunnel |
| CN106437735B (en) * | 2016-11-07 | 2018-06-01 | 中铁工程装备集团有限公司 | Tunnel connection channel shield machine and its service channel driving method |
| CN108019211B (en) * | 2018-01-23 | 2023-09-12 | 中国铁路设计集团有限公司 | Water-intercepting curtain in pilot tunnel of water-rich sandy pebble stratum and construction method thereof |
| CN108425682A (en) * | 2018-03-13 | 2018-08-21 | 中铁建大桥工程局集团第二工程有限公司 | A kind of shield tool changing ground-connecting-wall ruggedized construction and reinforced construction method |
| CN110820803B (en) * | 2019-11-11 | 2021-06-22 | 北京市市政工程设计研究总院有限公司 | Open excavation construction method for transverse connection channel of shield tunnel |
| CN111236980A (en) * | 2020-03-24 | 2020-06-05 | 石家庄铁源工程咨询有限公司 | Contact channel construction method for water-rich pebble stratum |
| CN111502674A (en) * | 2020-04-24 | 2020-08-07 | 中国十九冶集团有限公司 | Advanced support structure and construction method for shallow-buried underground tunnel in water-rich and impurity-filled soil area |
| CN112066829B (en) * | 2020-08-14 | 2022-03-18 | 首钢集团有限公司 | Air shaft communication channel communicating method |
| CN112324474B (en) * | 2020-10-23 | 2021-10-22 | 中铁十四局集团有限公司 | Tunnel contact channel rapid construction method based on telescopic steel pipe sheet |
| CN112502734B (en) * | 2020-11-30 | 2023-04-25 | 中铁二十局集团有限公司 | Construction method for water-rich sand layer shield zone connecting channel |
| CN114934776B (en) * | 2022-05-28 | 2023-04-07 | 中铁一局集团(广州)建设工程有限公司 | Construction method for inhibiting frost heaving and thawing sinking of water-rich geology |
Citations (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN1916362A (en) * | 2006-09-04 | 2007-02-21 | 上海隧道工程股份有限公司 | Construction method for tunnel contact passage in shield section of underground railway |
-
2009
- 2009-07-10 CN CN2009100410289A patent/CN101598027B/en active Active
Patent Citations (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN1916362A (en) * | 2006-09-04 | 2007-02-21 | 上海隧道工程股份有限公司 | Construction method for tunnel contact passage in shield section of underground railway |
Non-Patent Citations (3)
| Title |
|---|
| 叶康慨.沈阳地铁过河隧道盾构施工技术.《隧道建设》.2007,(第06期), * |
| 贺美德等.盾构隧道联络通道施工中管片纵向应力变化.《都市快轨交通》.2007,(第03期), * |
| 陈裕康等.地铁联络通道顶管法施工技术及分析.《岩土工程界》.2007,(第12期), * |
Also Published As
| Publication number | Publication date |
|---|---|
| CN101598027A (en) | 2009-12-09 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN101598027B (en) | Tunnel connection channel construction method of shield interval | |
| CN110230309B (en) | Karst area bridge karst cave pile foundation construction method | |
| CN102094650B (en) | Construction method for shield entry under complicated working conditions | |
| CN103334770B (en) | One is grown up reverse-slope tunnel ultra high water pressure rich water zone of fracture construction method | |
| CN202866826U (en) | Shield tunnel working well outer end socket stratum reinforced structure | |
| CN202117686U (en) | Surrounding rock advanced support structure for railway tunnel at deep-buried watery and weak stratums | |
| CN105041325A (en) | Construction method of high-tension water-rich extra-large-section weak breccia tunnel | |
| CN207377565U (en) | Constructing metro tunnel structure containing complicated geological and without shield launching place | |
| CN104806267A (en) | Shield end socket reinforcing system of scree soil layer advance large pipe roof and construction method thereof | |
| CN105351001B (en) | A kind of method based on gob side entry retaining region reinforcement gas pumping | |
| CN103573280B (en) | Method for supporting porous ooze invasion compound roof roadway | |
| CN110130909B (en) | Construction method for shield to penetrate existing station in silt stratum | |
| CN105297741A (en) | Prevention method for foundation pit retaining structure hole-punching and water-gushing caused by blast of stratum with soft upper portion and hard lower portion | |
| CN105464685A (en) | Cave-pile method bored tunnel waterproof curtain and construction method thereof | |
| CN104612696A (en) | Construction method for large-section underground excavation subway station to pass through viaduct in fine sand layer by using column hole method | |
| CN103572764A (en) | Ultra-deep manual hole digging pile dado water stop structure and construction method thereof | |
| CN216342131U (en) | Shield tunnel invades limit stake and handles reinforced structure | |
| CN104863613B (en) | Rocky stratum tunneling underground structure flash joist anchor draws just branch structure and construction method | |
| CN114412475A (en) | Reverse tunnel exit construction method for shallow-buried broken surrounding rock | |
| CN104453915B (en) | Big cross section vertical shaft pre-pouring grout reinforces Rapid Excavation method | |
| CN105804049A (en) | Anti-hole-collapsing foundation reinforced structure during underground diaphragm wall construction | |
| CN111894598A (en) | Shaft reinforcing method | |
| CN204646251U (en) | The shield end reinforcement system of a kind of land pebble stratum super-front large pipe shed | |
| CN101725355A (en) | Palisade structure for underground architectural shaft and shield machine cutting construction method thereof | |
| CN105840209A (en) | Construction method for controlling deformation of anchor piles at barrel segment of tunnel |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| C10 | Entry into substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| CP03 | Change of name, title or address |
Address after: 510220 Guangdong city of Guangzhou province Haizhuqu District Yue Xuan Street No. 81 (G-3) 1501-1512, 1604-1607 room Patentee after: Guangdong Hua Qiao construction group Limited by Share Ltd Address before: 510000, building 18, Pacific Insurance Mansion, 559 Tianhe North Road, 1802, Guangdong, Guangzhou Patentee before: China Tunnel Construction Co., Ltd. Guangdong |
|
| CP03 | Change of name, title or address |