CN102661172B - Advanced precipitation method for deep-buried tunnel - Google Patents
Advanced precipitation method for deep-buried tunnel Download PDFInfo
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- CN102661172B CN102661172B CN201210140354.7A CN201210140354A CN102661172B CN 102661172 B CN102661172 B CN 102661172B CN 201210140354 A CN201210140354 A CN 201210140354A CN 102661172 B CN102661172 B CN 102661172B
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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 tunnel excavation technical field, especially relate to a kind of leading precipitation method using when excavation meets with rich pigment fine sand layer during deep tunnel.
[background technology]
Known, Fu Shui does not become rock dust packsand layer to claim again rich pigment fine sand layer, this rock stratum is extremely unstable because being rich in moisture content, when in the work progress at deep tunnel, excavation is to this rock stratum, this rock stratum is very easily stream and moulds shape modification, thereby in construction, occur gushing sand, slip the phenomenon of collapsing, light cause the preliminary bracing distortion in tunnel, jeopardize construction safety, heavy cause tunnel to cave in, cause security incident, and then badly influence construction period, workmanship and the production safety of deep tunnel and cost of production etc.; On the other hand, because rich pigment fine sand layer is more difficult in the domestic constructing tunnel of China, meet, therefore, for avoiding rich pigment fine sand layer to exert an influence to tunnel, at present domestic for reducing tunnel tunnel face front underground water, reduce the underground water in constructing tunnel scope of operation the place ahead and the moisture content being rich in rich pigment fine sand layer is carried out to leading precipitation, thereby the method that is beneficial to tunnel excavation only there is deep-well precipitation and in conjunction with these two kinds of methods of Application of light well point precipitation in hole; Yet in practice of construction, because deep-well precipitation is mainly applicable to the Dewatering of shallow tunnel, deep tunnel does not possess the condition of deep-well precipitation yet simultaneously, therefore, deep-well precipitation is can not be applied in the construction of deep tunnel; But if only adopt Application of light well point precipitation in hole, for deep tunnel, its drainage effect is very limited again, therefore, for long-range, consider, in the excavation construction of deep tunnel, utmost point needs are a kind of can be for the precipitation method of rich pigment fine sand layer.
[summary of the invention]
In order to overcome the deficiency in 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 achieving the above object, the present invention adopts following technical scheme:
The leading precipitation method of deep tunnel, is used when described method meets with rich pigment fine sand layer in excavation deep tunnel, and its step is as follows:
A, elder generation arrange a rig job platform in the constructing tunnel scope of operation corresponding with default drill hole;
B, in the constructing tunnel scope of operation, preliminary bracing is set;
Setting completed for C, preliminary bracing, at rig job platform, rig is set, and use rig by the direction of tunnel excavation, has several boring that is drilled with of spacing along the profile outside of preliminary bracing;
D, when boring finishes, before being drilled with sleeve pipe and removing of boring, first in boring, insert downcomer, then after downcomer inserts, transfer to sleeve pipe, complete the downcomer installation in this boring;
E, in all boring, all install after downcomer, by the clearance seal backfill between each root downcomer outer end tube wall and the rich pigment fine sand layer of its periphery;
F, the outer end port of each root downcomer is communicated with corresponding vacuum pump, then utilizes vacuum pump to draw water;
G, continuous pumpage, and confirming that by detecting the variation of water content rich pigment fine sand layer has after self-stability, along the length direction of holing, carry out tunnel excavation, and carry out in time preliminary bracing in digging process;
If H had dug rich pigment fine sand layer or deep tunnel scrapes out, finish the operation of described method, otherwise, just repeat above-mentioned repeating step A～G, and until dug rich pigment fine sand layer or deep tunnel has excavated.
The leading precipitation method of described deep tunnel, if when the constructing tunnel scope of operation inclined-plane in described steps A or step surface, need to 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 in described step B is set in the constructing tunnel scope of operation, found arch, 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 several described borings is all not less than 10cm, and drilling depth is all not less than 100cm, and the pitch of holes between every two borings is 30cm～200cm.
The leading precipitation method of described deep tunnel, the pitch of holes between several described borings is 100cm.
The leading precipitation method of described deep tunnel, in described step e, the region between the rich pigment fine sand layer within the scope of downcomer outer end tube wall and periphery 100cm all seals backfill.
The leading precipitation method of described deep tunnel, adopts bury sealing backfill between the rich pigment fine sand layer of described downcomer outer end tube wall and periphery.
Owing to having adopted technique scheme, the present invention has following beneficial effect:
The leading precipitation method of deep tunnel of the present invention is simple to operate, successful, when excavation deep tunnel runs into rich pigment fine sand layer, use described method can effectively reach the object that reduces tunnel tunnel face front underground water, thereby provide safety assurance for the follow-up excavation of deep tunnel.
[accompanying drawing explanation]
Fig. 1 is the schematic cross-section of application deep tunnel when of the present invention.
In figure: 1, deep tunnel; 2, preliminary bracing; 3, boring; 4, rich pigment fine sand layer.
[specific embodiment]
By the following examples, can explain in more detail the present invention, disclose object of the present invention and be intended to protect all changes and improvements in the scope of the invention, the present invention is not limited to the following examples;
1 implement the leading precipitation method of deep tunnel of the present invention by reference to the accompanying drawings, described method is used when can meet with rich pigment fine sand layer in excavation deep tunnel, and the step of described method is as follows:
A, when excavation deep tunnel 1 is while suffering from rich pigment fine sand layer 4, first with default boring 3 places, in the constructing tunnel scope of operation corresponding with the 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 to be in this inclined-plane or step surface smoothly go out a rig job platform, thereby be convenient to stable on rig job platform corresponding rig is firmly set;
B, in the constructing tunnel scope of operation, found arch, the preliminary bracing 2 that is drilled with anchor pole and sprayed mortar arranges;
C, preliminary bracing 2 are after setting completed, corresponding rig is set on rig job platform, and use rig by the direction of tunnel excavation, and along the profile outside of preliminary bracing 2, there is several boring 3 that is drilled with of spacing, the axis of each boring 3 is all parastate with the axis of deep tunnel 1; In addition, Geological Differences due to objective reality, therefore for different geology characteristics, just need to be drilled with different boring 3, generally, each 3 diameter of holing in described several borings 3 all should not be less than 10cm, and boring 3 degree of depth all should not be less than 100cm, and will the pitch of holes between every two borings 3 be arranged between 30cm～200cm according to geology characteristic, generally under normal circumstances, the pitch of holes between every two borings 3 is made as 100cm; For saving man-hour and labour intensity, the profile outside, top of preliminary bracing 2 can not be drilled with boring 3, utilize gravity principle to make the moisture content seepage flow that is rich in rich pigment fine sand layer 4 corresponding to preliminary bracing 2 top profiles outsides to the profile both sides of preliminary bracing 2, 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, first to these 3 interior insertion downcomers of holing, then after downcomer inserts, transfer to again sleeve pipe, and the downcomer completing in all boring 3 by this operation is installed;
E, when the interior downcomer that all installs of all boring 3, adopt brute force to clamp-on bury in the gap between the rich pigment fine sand layer 4 of each root downcomer outer end tube wall and its periphery and seal backfill; For increasing sealing intensity, can be by the regional seal backfill between the rich pigment fine sand layer 4 within the scope of downcomer outer end tube wall and periphery 100cm;
F, the outer end port of each root downcomer is communicated with corresponding vacuum pump, then utilizes vacuum pump to draw water, by vacuum pump, aspirate by 3 seepage flow of holing to the moisture content in downcomer;
G, continuous pumpage, and confirming that by detecting the variation of water content rich pigment fine sand layer 4 has after self-stability, along boring 3 length direction, carry out tunnel excavation, and until dig to position at the bottom of the hole of boring 3, in digging process, preliminary bracing 2 will be set in time;
If H had now dug rich pigment fine sand layer 4 or deep tunnel 1 has scraped out, finish the operation of described method, otherwise, just repeat above-mentioned steps A～G, and until dug rich pigment fine sand layer 4 or deep tunnel 1 has excavated.
The leading precipitation method of described deep tunnel can also directly be used when excavation deep tunnel.
In above content, carefully do not state part for prior art, therefore run business into particular one, do not state.
Claims (8)
1. the 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 as follows:
A, first locating to arrange in the corresponding constructing tunnel scope of operation rig job platform with default boring (3);
B, in the constructing tunnel scope of operation, preliminary bracing (2) is set;
C, setting completed in preliminary bracing (2), at rig job platform, rig is set, and use rig by the direction of tunnel excavation, has several boring (3) that is drilled with of spacing along the profile outside of preliminary bracing (2);
D, when boring (3) finishes, before being drilled with sleeve pipe and removing of boring (3), first in boring (3), insert downcomer, then after downcomer inserts, transfer to sleeve pipe, complete the downcomer installation in this boring (3);
E, in all boring (3), all install after downcomer, by the clearance seal backfill between each root downcomer outer end tube wall and the rich pigment fine sand layers of its periphery (4);
F, the outer end port of each root downcomer is communicated with corresponding vacuum pump, then utilizes vacuum pump to draw water;
G, continuous pumpage, and confirming that by detecting the variation of water content rich pigment fine sand layer (4) has after self-stability, the length direction of edge boring (3) carries out tunnel excavation, and preliminary bracing (2) is set in time in digging process;
H, repeating step A～G, until dug rich pigment fine sand layer (4) or deep tunnel (1) has excavated.
2. the leading precipitation method of deep tunnel according to claim 1, is characterized in that: if when the constructing tunnel scope of operation inclined-plane in described steps A or step surface, need to 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: in described step B, preliminary bracing (2) is set for founding arch in the constructing tunnel scope of operation, being drilled with anchor pole and sprayed mortar.
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 several described borings (3) is all not less than 10cm, and drilling depth is all not less than 100cm, and the pitch of holes between every two borings is 30cm～200cm.
6. the leading precipitation method of deep tunnel according to claim 1 or 5, is characterized in that: the pitch of holes between several described borings (3) is 100cm.
7. the leading precipitation method of deep tunnel according to claim 1, is characterized in that: in described step e, the region between the rich pigment fine sand layer (4) within the scope of downcomer outer end tube wall and periphery 100cm all seals backfill.
8. according to the leading precipitation method of the deep tunnel described in claim 1 or 7, it is characterized in that: between the rich pigment fine sand layers of described downcomer outer end tube wall and periphery (4), adopt bury sealing backfill.
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| CN201210140354.7A CN102661172B (en) | 2012-05-09 | 2012-05-09 | Advanced precipitation method for deep-buried tunnel |
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| CN102966376B (en) * | 2012-11-08 | 2015-04-22 | 贵州开磷（集团）有限责任公司 | Vacuum negative pressure quick unwatering method for ore body |
| CN103306683B (en) * | 2013-06-18 | 2015-08-12 | 中铁隧道集团有限公司 | A kind of construction method of comprehensive precipitation in hole when excavating deep tunnel |
| CN103306721B (en) * | 2013-06-18 | 2016-04-20 | 中铁隧道集团有限公司 | A kind of sealing device of pilot vacuum downcast pipe end head and method thereof |
| 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 |
| 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 |
| 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 |
| CN103742191B (en) * | 2014-01-24 | 2015-09-02 | 中铁第一勘察设计院集团有限公司 | Rich water tunnel advanced long-distance large-caliber precipitation passage 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 | Dewatering system and dewatering method in tunnel of low-permeability silty-fine sand stratum |
| CN104790419B (en) * | 2015-03-24 | 2017-04-05 | 中铁三局集团有限公司 | A kind of dewatering construction method suitable for rich water mobile sand layer tunnel |
| 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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