CN102661172A - Advanced precipitation method for deep-buried tunnel - Google Patents
Advanced precipitation method for deep-buried tunnel Download PDFInfo
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- CN102661172A CN102661172A CN2012101403547A CN201210140354A CN102661172A CN 102661172 A CN102661172 A CN 102661172A CN 2012101403547 A CN2012101403547 A CN 2012101403547A CN 201210140354 A CN201210140354 A CN 201210140354A CN 102661172 A CN102661172 A CN 102661172A
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Abstract
The invention relates to an advanced precipitation method for a deep-buried tunnel in the technical field of excavation of tunnels. The method comprises the following steps of: drilling a plurality of drilled holes along the excavation direction of the tunnel on the outer side of an outline on the periphery of a primary support, then installing downcast pipes in the drilled holes, and communicating the downcast pipes with corresponding vacuum pumps so as to pump water in a water-rich fine sand layer through the vacuum pumps; and according to the method disclosed by the invention, underground water in front of a tunnel face can be effectively reduced and safety assurance can be provided for excavation of the deep-buried tunnel.
Description
[technical field]
The present invention relates to the tunnel excavation technical field, especially relate to a kind of leading precipitation method that when excavation meets with rich pigment fine sand layer during deep tunnel, uses.
[background technology]
Known, Fu Shui does not become rock dust packsand layer to claim rich pigment fine sand layer again, and this rock stratum is extremely unstable because of being rich in moisture content; When excavating this rock stratum in the work progress at deep tunnel; This rock stratum very easily is stream and moulds the shape modification, thereby sand in construction, occurs gushing, slip the phenomenon of collapsing, and is light then cause the preliminary bracing in tunnel to be out of shape; Jeopardize construction safety; Heavy then cause the tunnel to cave in, cause security incident, and then badly influence construction period, workmanship and production safety and the cost of production etc. of deep tunnel; On the other hand; Since rich pigment fine sand layer in the domestic constructing tunnel of China difficulty meet; Therefore, the tunnel is exerted an influence the present domestic tunnel tunnel face front underground water that is used to reduce for avoiding rich pigment fine sand layer; Promptly reduce the underground water in constructing tunnel scope of operation the place ahead and the moisture content that is rich in the rich pigment fine sand layer is carried out leading precipitation, thereby the method that is beneficial to tunnel excavation only there is deep-well precipitation and combines these two kinds of methods of light well point precipitation in the hole; Yet in practice of construction, because deep-well precipitation mainly is applicable to the construction precipitation of shallow tunnel, deep tunnel does not possess the condition of deep-well precipitation yet simultaneously, and therefore, deep-well precipitation is can not be applied in the construction of deep tunnel; But if only adopt light well point precipitation in the hole, for deep tunnel, its drainage effect is very limited again, therefore, considers for long-range, and the utmost point needs a kind of precipitation method that can be directed against rich pigment fine sand layer in the excavation construction of deep tunnel.
[summary of the invention]
In order to overcome the deficiency in the background technology, the invention provides the leading precipitation method of a kind of deep tunnel, described method can effectively reduce the underground water of tunnel tunnel face front, for the follow-up excavation of deep tunnel provides safety assurance.
For realizing the foregoing invention purpose, the present invention adopts following technical scheme:
The leading precipitation method of a kind of deep tunnel, described method use when in the excavation deep tunnel, meeting with rich pigment fine sand layer, and its step is following:
A, earlier with the corresponding constructing tunnel scope of operation of preset drill hole in a rig job platform is set;
B, preliminary bracing is set in the constructing tunnel scope of operation;
C, preliminary bracing setting finish, and at the rig job platform rig are set, and the direction of using rig to press tunnel excavation, and several boring that is drilled with of spacing is arranged along the profile outside of preliminary bracing;
D, when boring finishes, being drilled with before sleeve pipe removes of boring, in boring, insert downcomer earlier, insert the back that finishes at downcomer then and transfer to sleeve pipe, promptly accomplish the interior downcomer installation of this boring;
E, when all boring in all install downcomer after, with the clearance seal backfill between each root downcomer outer end tube wall and its peripheral rich pigment fine sand layer;
F, the outer end port of each root downcomer is communicated with corresponding vacuum pump, utilizes vacuum pump to draw water then;
G, continuous pumpage, and after confirming that through the variation that detects water content rich pigment fine sand layer has self-stability, carry out tunnel excavation along the length direction of holing, and in digging process, in time carry out preliminary bracing;
If H had dug rich pigment fine sand layer or deep tunnel scrapes out, then finish the operation of said method, otherwise, just repeat above-mentioned repeating step A～G, and accomplished until digging rich pigment fine sand layer or deep tunnel excavation.
If the leading precipitation method of described deep tunnel when constructing tunnel scope of operation inclined-plane in the said steps A or step surface, need be in inclined-plane or step surface smoothly goes out a rig job platform.
The leading precipitation method of described deep tunnel, the preliminary bracing among the said step B are set to found arch in the constructing tunnel scope of operation, be drilled with anchor pole and sprayed mortar.
The leading precipitation method of described deep tunnel, in described step C, the profile outside, top of preliminary bracing is not drilled with boring.
The leading precipitation method of described deep tunnel, the bore diameter of described several borings all is not less than 10cm, and drilling depth all is not less than 100cm, and the pitch of holes between per two borings is 30cm～200cm.
The leading precipitation method of described deep tunnel, the pitch of holes between described several borings is 100cm.
The leading precipitation method of described deep tunnel, in the described step e, the zone between the rich pigment fine sand layer in downcomer outer end tube wall and the peripheral 100cm scope all seals backfill.
The leading precipitation method of described deep tunnel adopts bury sealing backfill between described downcomer outer end tube wall and the peripheral rich pigment fine sand layer.
Owing to adopted technique scheme, the present invention to have following beneficial effect:
The leading precipitation method of deep tunnel of the present invention is simple to operate; Effect is obvious; When the excavation deep tunnel runs into rich pigment fine sand layer; Use described method effectively to reach to reduce the phreatic purpose of tunnel tunnel face front, thereby safety assurance is provided for the follow-up excavation of deep tunnel.
[description of drawings]
Fig. 1 is a schematic cross-section of using deep tunnel when of the present invention.
Among the figure: 1, deep tunnel; 2, preliminary bracing; 3, boring; 4, rich pigment fine sand layer.
[specific embodiment]
Can explain the present invention in more detail through following embodiment, open the object of the invention is intended to protect all variations and the improvement in the scope of the invention, and the present invention is not limited to following embodiment;
In conjunction with the leading precipitation method of the described deep tunnel of accompanying drawing 1 embodiment of the present invention, described method is used when can in the excavation deep tunnel, meet with rich pigment fine sand layer, and the step of said method is following:
A, when excavation deep tunnel 1 suffers from rich pigment fine sand layer 4; Earlier with preset boring 3 places; Promptly with in the corresponding constructing tunnel scope of operation in position of preparing to be drilled with boring 3 a rig job platform is set; If when the constructing tunnel scope of operation is inclined-plane or step surface, need be in this inclined-plane or step surface smoothly goes out a rig job platform, thereby be convenient on the rig job platform, stablize the firm corresponding rig that is provided with;
B, found arch in the constructing tunnel scope of operation, the preliminary bracing 2 that is drilled with anchor pole and sprayed mortar is provided with;
After C, preliminary bracing 2 are provided with and finish; Corresponding rig is set on the rig job platform; And the direction of using rig to press tunnel excavation; Several boring 3 that is drilled with of spacing is arranged along the profile of preliminary bracing 2 outside, and promptly the axis of each boring 3 all is parastate with the axis of deep tunnel 1; In addition; Because the geology difference of objective reality; Therefore just need be drilled with different boring 3 to the different geological characteristics; Generally; Said several borings each 3 diameter of holing in 3 all should be less than 10cm, and 3 degree of depth of holing all should be less than 100cm, and will per two pitchs of holes of holing between 3 be arranged between 30cm～200cm based on geology characteristic; Generally under normal circumstances, the pitchs of holes of per two borings between 3 are made as 100cm and get final product; For saving man-hour and labour intensity; The profile outside, top of preliminary bracing 2 can not be drilled with boring 3; Promptly utilize gravity principle to make the profile both sides of moisture content seepage flow to the preliminary bracing 2 of being rich in the corresponding rich pigment fine sand layer 4 in the preliminary bracing 2 top profiles outside, and then seepage flow is to corresponding boring 3;
D, when boring 3 is drilled with end, before the sleeve pipe in being drilled with is removed, in this boring 3, insert downcomer earlier, insert at downcomer then and transfer to sleeve pipe again after finishing, and accomplish downcomers installation in all borings 3 by this operation;
E, when all borings all install downcomer in 3, the employing brute force of the gap between each root downcomer outer end tube wall and its peripheral rich pigment fine sand layer 4 is clamp-oned bury seals backfill; For increasing sealing intensity, can be with the regional seal backfill between the rich pigment fine sand layer 4 in downcomer outer end tube wall and the peripheral 100cm scope;
F, the outer end port of each root downcomer is communicated with corresponding vacuum pump, utilizes vacuum pump to draw water then, promptly aspirate by the moisture content in 3 seepage flow to the downcomer of holing through vacuum pump;
G, continuous pumpage; And after confirming that through the variation that detects water content rich pigment fine sand layer 4 has self-stability; Carry out tunnel excavation along boring 3 length direction, and, in digging process, preliminary bracing 2 will be set in time up to digging position at the bottom of the hole of boring 3;
If H had dug rich pigment fine sand layer 4 at this moment or deep tunnel 1 has scraped out, then finish the operation of said method, otherwise, just repeat above-mentioned steps A～G, and until digging rich pigment fine sand layer 4 or deep tunnel 1 excavation completion.
The leading precipitation method of described deep tunnel can also directly use when the excavation deep tunnel.
Carefully not stating in the above content is prior art partly, does not state so run business into particular one.
Claims (8)
1. leading precipitation method of deep tunnel is characterized in that: use when described method meets with rich pigment fine sand layer (4) in excavation deep tunnel (1), and described method step is following:
A, elder generation are locating to be provided with in the corresponding constructing tunnel scope of operation rig job platform with preset boring (3);
B, preliminary bracing (2) is set in the constructing tunnel scope of operation;
C, preliminary bracing (2) are provided with and finish, and at the rig job platform rig are set, and the direction of using rig press tunnel excavation, and what spacing was arranged outside the profile of preliminary bracing (2) is drilled with several borings (3);
D, when boring (3) finishes, being drilled with before sleeve pipe removes of boring (3), in boring (3), insert downcomer earlier, insert the back that finishes at downcomer then and transfer to sleeve pipe, promptly accomplish downcomer installation in should boring (3);
E, after all installing downcomer in all borings (3), with the clearance seal backfill between each root downcomer outer end tube wall and its peripheral rich pigment fine sand layer (4);
F, the outer end port of each root downcomer is communicated with corresponding vacuum pump, utilizes vacuum pump to draw water then;
G, continuous pumpage, and after confirming that through the variation that detects water content rich pigment fine sand layer (4) has self-stability, the length direction of edge boring (3) carries out tunnel excavation, and preliminary bracing (2) in time is set in digging process;
H, repeating step A～G accomplished until digging rich pigment fine sand layer (4) or deep tunnel (1) excavation.
2. the leading precipitation method of deep tunnel according to claim 1 is characterized in that: if when constructing tunnel scope of operation inclined-plane in the said steps A or step surface, need be in inclined-plane or step surface smoothly go out a rig job platform.
3. the leading precipitation method of deep tunnel according to claim 1 is characterized in that: preliminary bracing (2) is set for founding arch in the constructing tunnel scope of operation, being drilled with anchor pole and sprayed mortar among the said step B.
4. the leading precipitation method of deep tunnel according to claim 1 is characterized in that: in described step C, the profile outside, top of preliminary bracing (2) is not drilled with boring (3).
5. the leading precipitation method of deep tunnel according to claim 1 is characterized in that: the bore diameter of described several borings (3) all is not less than 10cm, and drilling depth all is not less than 100cm, and the pitch of holes between per two borings is 30cm～200cm.
6. according to claim 1 or the leading precipitation method of 5 described deep tunnels, it is characterized in that: the pitch of holes between described several borings (3) is 100cm.
7. the leading precipitation method of deep tunnel according to claim 1 is characterized in that: in the described step e, the zone between the rich pigment fine sand layer (4) in downcomer outer end tube wall and the peripheral 100cm scope all seals backfill.
8. according to claim 1 or the leading precipitation method of 7 described deep tunnels, it is characterized in that: adopt bury sealing backfill between described downcomer outer end tube wall and the peripheral rich pigment fine sand layer (4).
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Cited By (15)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102966376A (en) * | 2012-11-08 | 2013-03-13 | 贵州开磷（集团）有限责任公司 | Vacuum negative pressure quick unwatering method for ore body |
| CN103306721A (en) * | 2013-06-18 | 2013-09-18 | 中铁隧道集团有限公司 | Sealing device and method of pilot vacuum downcast pipe end head |
| CN103306683A (en) * | 2013-06-18 | 2013-09-18 | 中铁隧道集团有限公司 | Construction method for comprehensive precipitation in hole in deep-buried tunnel excavation process |
| CN103422868A (en) * | 2013-08-06 | 2013-12-04 | 同济大学 | Structure and method for dissipating excess pore water pressure and reinforcing shield tunnel soil body |
| CN103628888A (en) * | 2013-11-28 | 2014-03-12 | 中铁十三局集团有限公司 | Stability augmentation and solidification method for large-section water-rich saturation fine-silt railway tunnel |
| CN103628887A (en) * | 2013-11-28 | 2014-03-12 | 中铁十三局集团有限公司 | Large-section water-rich saturated fine sand railway tunnel excavation method |
| CN103742191A (en) * | 2014-01-24 | 2014-04-23 | 中铁第一勘察设计院集团有限公司 | Water-rich tunnel pilot long-distance large-diameter precipitation channel and construction method thereof |
| CN104265362A (en) * | 2014-09-01 | 2015-01-07 | 山东科技大学 | Sandstone aquifer water desorption method |
| CN104454001A (en) * | 2014-12-11 | 2015-03-25 | 中铁十九局集团有限公司 | In-tunnel dewatering system and method for tunnel in low-permeability silty-fine sand stratum |
| CN104790419A (en) * | 2015-03-24 | 2015-07-22 | 中铁三局集团有限公司 | Dewatering construction method applicable to tunnel in water-rich quicksand stratum |
| CN107191223A (en) * | 2017-07-18 | 2017-09-22 | 中交第二航务工程局有限公司 | A kind of water discharge method for passing through rich water crushed zone small-clear-distance tunnel construction |
| CN110344880A (en) * | 2019-08-20 | 2019-10-18 | 中国电建集团成都勘测设计研究院有限公司 | A kind of rich water tunnel construction advance water discharge structure and construction method |
| CN110985120A (en) * | 2019-12-31 | 2020-04-10 | 中铁十六局集团北京轨道交通工程建设有限公司 | Precipitation construction method and system for tunnel connection channel of fractured clay layer |
| CN112065502A (en) * | 2020-09-18 | 2020-12-11 | 兰州理工大学 | Method for rapid drainage consolidation in water-rich loess tunnel excavation process |
| CN114060084A (en) * | 2021-11-16 | 2022-02-18 | 中铁北京工程局集团有限公司 | Operation method for excavating comprehensive precipitation in deep-buried tunnel |
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Cited By (17)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102966376A (en) * | 2012-11-08 | 2013-03-13 | 贵州开磷（集团）有限责任公司 | Vacuum negative pressure quick unwatering method for ore body |
| CN103306721A (en) * | 2013-06-18 | 2013-09-18 | 中铁隧道集团有限公司 | Sealing device and method of pilot vacuum downcast pipe end head |
| CN103306683A (en) * | 2013-06-18 | 2013-09-18 | 中铁隧道集团有限公司 | Construction method for comprehensive precipitation in hole in deep-buried tunnel excavation process |
| CN103422868B (en) * | 2013-08-06 | 2015-10-21 | 同济大学 | The structure of a kind of Super-void Water Pressure that dissipates, reinforcing shield tunnel soil body and method |
| CN103422868A (en) * | 2013-08-06 | 2013-12-04 | 同济大学 | Structure and method for dissipating excess pore water pressure and reinforcing shield tunnel soil body |
| CN103628888A (en) * | 2013-11-28 | 2014-03-12 | 中铁十三局集团有限公司 | Stability augmentation and solidification method for large-section water-rich saturation fine-silt railway tunnel |
| CN103628887A (en) * | 2013-11-28 | 2014-03-12 | 中铁十三局集团有限公司 | Large-section water-rich saturated fine sand railway tunnel excavation method |
| CN103742191A (en) * | 2014-01-24 | 2014-04-23 | 中铁第一勘察设计院集团有限公司 | Water-rich tunnel pilot long-distance large-diameter precipitation channel and construction method thereof |
| CN104265362A (en) * | 2014-09-01 | 2015-01-07 | 山东科技大学 | Sandstone aquifer water desorption method |
| CN104454001A (en) * | 2014-12-11 | 2015-03-25 | 中铁十九局集团有限公司 | In-tunnel dewatering system and method for tunnel in low-permeability silty-fine sand stratum |
| CN104790419A (en) * | 2015-03-24 | 2015-07-22 | 中铁三局集团有限公司 | Dewatering construction method applicable to tunnel in water-rich quicksand stratum |
| CN107191223A (en) * | 2017-07-18 | 2017-09-22 | 中交第二航务工程局有限公司 | A kind of water discharge method for passing through rich water crushed zone small-clear-distance tunnel construction |
| CN107191223B (en) * | 2017-07-18 | 2019-11-05 | 中交第二航务工程局有限公司 | A kind of water discharge method passing through rich water crushed zone small-clear-distance tunnel construction |
| CN110344880A (en) * | 2019-08-20 | 2019-10-18 | 中国电建集团成都勘测设计研究院有限公司 | A kind of rich water tunnel construction advance water discharge structure and construction method |
| CN110985120A (en) * | 2019-12-31 | 2020-04-10 | 中铁十六局集团北京轨道交通工程建设有限公司 | Precipitation construction method and system for tunnel connection channel of fractured clay layer |
| CN112065502A (en) * | 2020-09-18 | 2020-12-11 | 兰州理工大学 | Method for rapid drainage consolidation in water-rich loess tunnel excavation process |
| CN114060084A (en) * | 2021-11-16 | 2022-02-18 | 中铁北京工程局集团有限公司 | Operation method for excavating comprehensive precipitation in deep-buried tunnel |
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