CN101769157A - Construction method for tunnel working face counterpressure treatment during tunnel excavation - Google Patents
Construction method for tunnel working face counterpressure treatment during tunnel excavation Download PDFInfo
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- CN101769157A CN101769157A CN201010019551A CN201010019551A CN101769157A CN 101769157 A CN101769157 A CN 101769157A CN 201010019551 A CN201010019551 A CN 201010019551A CN 201010019551 A CN201010019551 A CN 201010019551A CN 101769157 A CN101769157 A CN 101769157A
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Abstract
The invention discloses a construction method for tunnel working face counterpressure treatment during tunnel excavation, which is used when a working face is unstable with geology of fully weathered or severely weathered wall rocks and intense water gushing or mud gushing. The construction method is characterized in that the method comprises the following steps: A, building a wall with selected tunnel slag at a position close to a tunnel working face and adding flaky rubbles into the piled up tunnel slag when the tunnel working face undergoes intense mud gushing; B, spraying concrete on the surface of the built wall to form a curtain; C, arranging a plurality of aqueducts and grout pipes on the surface of the built wall; and D, adopting mixed slurry of cement and water glass to grout the built wall body through the grout pipes. Because the construction method can effectively prevent a tunnel working face from being hollowed out by water during carrying out reinforcement treatment of an excavated tunnel, the formation of a greater cavity inside the tunnel working face can be avoided; and the method also improves construction quality and accelerates construction during tunnel excavation.
Description
Technical field
The present invention relates to the method for disposal of face in a kind of tunnel excavation, especially a kind of geology that is applicable to is completely decomposed or severely-weathered country rock, and face water burst occurs or gushes mud bigger, makes face be difficult to the job practices that the face back-pressure is disposed in the tunnel excavation that is adopted under the steady situation.
Background technology
In the tunnel excavation process, face is with entirely, it is main reaching severely-weathered country rock, and big water burst appears in face, and under the souring of water, face is difficult to from steady, and its slag body is emptied by water and formed the cavity, when situation is serious, appearance is caved in, and perhaps, face is based on the sandstone of completely decomposed, washing away under the drive of water, form mud-rock flow, mud occurs gushing, these two kinds of situations all are under the effect of water, unfavorable condition appears in face, if stable the going again of face handled by the time, certainly will under the effect of water, force face to be emptied, take away most of slag body, formation increases the postorder intractability, thereby has influenced construction quality and construction speed than macroscopic-void.
Summary of the invention
In order to overcome above-mentioned deficiency, the object of the present invention is to provide and a kind ofly can effectively avoid face to be emptied by water, formation is than the phenomenon of macroscopic-void, thus the job practices that the face back-pressure is disposed in the tunnel excavation of the construction quality of raising tunnel excavation and operating efficiency.
For solving the problems of the technologies described above, the technical solution adopted in the present invention is: the job practices that the face back-pressure is disposed in the tunnel excavation, it is characterized in that: this method may further comprise the steps: A, select for use the hole slag to be piled into a wall in the position near face, when face gush mud when big, in the hole slag of piling up, add sheet piece stone; B, at the metope sprayed mortar of piling up, form curtain; C, on the metope of piling up, establish a plurality of aqueducts and Grouting Pipe; The mixed serum of D, employing cement and water glass carries out slip casting by Grouting Pipe to the body of wall of piling up.
In the described steps A, the hole slag is the rock of severely-weathered or completely decomposed.
In the described steps A, the height of the wall that is piled into is apart from vault 50cm or still less, the length of wall must be greater than the zone length of face water burst.
Among the described step B, the thickness of described curtain is at 15cm.
Among the described step D, in the mixed serum of cement and water glass, the quality proportioning of cement and water glass is 1: 0.5; Grouting pressure adopts 0.5～1.0Mpa.
Construction principle: carry out owing to the excavation to whole tunnel is one section one section, after excavating one section, need carry out consolidation process to the tunnel that digs, during reinforcing, face is bigger as water burst occurring or gushing mud, emptied the formation cavity by water, when situation is serious, can occur easily caving in, real probatio inspectionem pecuoarem is bright, when landslide appearred in face, the body that caves in collapsed to a certain degree will stopping, and reason is, cave in body oneself itself the slag body be stacked into to a certain degree after make its formation " barricade effect ", limited the degree of freedom of the direction of caving in, so landslide stops.And the back-pressure soil body that this paper proposed, can impel it to form barricade effect (or core soil effect) in advance, after the back-pressure, can seal face fast, limit slump body degree of freedom in advance, prevent to greatest extent to wash away or fluid removal slag body, minimizing is emptied, impel face to reach stable state fast, reduce the postorder intractability.
Beneficial effect of the present invention is: since the tunnel that digs carry out consolidation process during, can effectively prevent to be emptied by water because of face, thereby avoid face to form bigger cavity, this method has not only improved the construction quality of tunnel excavation, but also has improved construction speed.
Description of drawings
Below in conjunction with the drawings and specific embodiments the present invention is described in further detail:
Fig. 1 is a construction schematic diagram of the present invention.
Among the figure: 1, tunnel; 2, face; 3, wall; 4, curtain; 5, aqueduct; 6, Grouting Pipe; 7, vault.
The specific embodiment
As shown in Figure 1, the application of job practices in the mountain tunnel excavation process that gurgles greatly that the face back-pressure is disposed in the tunnel excavation, this method may further comprise the steps: A, select for use hole slag position near face 2 in tunnel 1 of severely-weathered or completely decomposed to be piled into a wall 3, gush mud when big when face 2, in the hole slag of piling up, add sheet piece stone, the height of the wall that is piled into is 50cm or still less apart from the spacing of vault 7, the length of wall is looked face water burst scope and is determined, the length of wall must be greater than the zone length of face water burst, in the present embodiment, because whole face all has the water burst phenomenon, the length of Gu Qiang is the width of tunnel; B, at the metope sprayed mortar of piling up, form curtain 4, the thickness of described curtain 4 is at 15cm; C, on the metope of piling up, establish a plurality of aqueducts 5 and Grouting Pipe 6; The mixed serum of D, employing cement and water glass carries out slip casting by Grouting Pipe to the body of wall of piling up, and in the mixed serum of cement and water glass, the quality proportioning of cement and water glass is 1: 0.5; Grouting pressure adopts 0.5～1.0Mpa.
Owing to used the job practices that face back-pressure of the present invention is disposed in the mountain tunnel excavation process that gurgles greatly, after the completion, by inspection, its construction quality has exceeded the basic standard of regulation, and finishes construction in advance in two months.
Claims (5)
1. the job practices that the face back-pressure is disposed in the tunnel excavation, it is characterized in that: this method may further comprise the steps: A, select for use the hole slag to be piled into a wall in the position near face, when face gush mud when big, in the hole slag of piling up, add sheet piece stone; B, at the metope sprayed mortar of piling up, form curtain; C, on the metope of piling up, establish a plurality of aqueducts and Grouting Pipe; The mixed serum of D, employing cement and water glass carries out slip casting by Grouting Pipe to the body of wall of piling up.
2. the job practices that the face back-pressure is disposed in the tunnel excavation according to claim 1, it is characterized in that: in the described steps A, the hole slag is the rock of severely-weathered or completely decomposed.
3. the job practices that the face back-pressure is disposed in the tunnel excavation according to claim 1, it is characterized in that: in the described steps A, the height of the wall that is piled into is apart from vault 50cm or still less, the length of wall must be greater than the zone length of face water burst.
4. the job practices that the face back-pressure is disposed in the tunnel excavation according to claim 1, it is characterized in that: among the described step B, the thickness of described curtain is at 15cm.
5. the job practices that the face back-pressure is disposed in the tunnel excavation according to claim 1, it is characterized in that: among the described step D, in the mixed serum of cement and water glass, the quality proportioning of cement and water glass is 1: 0.5; Grouting pressure adopts 0.5～1.0Mpa.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2010100195514A CN101769157B (en) | 2010-01-21 | 2010-01-21 | Construction method for tunnel working face counterpressure treatment during tunnel excavation |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2010100195514A CN101769157B (en) | 2010-01-21 | 2010-01-21 | Construction method for tunnel working face counterpressure treatment during tunnel excavation |
Publications (2)
| Publication Number | Publication Date |
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| CN101769157A true CN101769157A (en) | 2010-07-07 |
| CN101769157B CN101769157B (en) | 2012-01-04 |
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| Application Number | Title | Priority Date | Filing Date |
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| CN2010100195514A Expired - Fee Related CN101769157B (en) | 2010-01-21 | 2010-01-21 | Construction method for tunnel working face counterpressure treatment during tunnel excavation |
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Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101967987A (en) * | 2010-09-15 | 2011-02-09 | 中铁四局集团第五工程有限公司 | Construction process for temporarily strengthening tunnel face of underground excavation sand layer |
| CN102425425A (en) * | 2011-12-26 | 2012-04-25 | 中铁四局集团有限公司 | Working face reinforcing structure in shield machine cabin as well as construction method and equipment thereof |
| CN103334772A (en) * | 2013-07-08 | 2013-10-02 | 中铁十四局集团有限公司 | Slurry capable of stabilizing tunnel face of underground excavation sand layer, slurry preparation method, grouting equipment and grouting process |
| CN110985041A (en) * | 2019-12-31 | 2020-04-10 | 中铁隧道局集团有限公司 | Construction method for processing sudden surge of separated double-hole tunnel |
| CN113756850A (en) * | 2021-09-18 | 2021-12-07 | 同济大学 | Assembled type water filling inclined support locking port pipe coupling air bag type tunnel face water retaining wall |
Family Cites Families (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| DE19612743C1 (en) * | 1996-03-29 | 1997-03-27 | Klaus Dipl Ing Esters | Sealing working surface during formation of hollow space in tunnel and pipeline construction |
| JP2000110488A (en) * | 1998-10-02 | 2000-04-18 | Toda Constr Co Ltd | Working face marking device and excavating method |
| CN101196117A (en) * | 2008-01-04 | 2008-06-11 | 中铁二院工程集团有限责任公司 | Non-blasting digging method for tunnel and underground project |
| CN101328811B (en) * | 2008-07-25 | 2010-10-27 | 北京市政建设集团有限责任公司 | TGRM subsection moving-on type advanced deep hole grouting construction process |
| CN101363321A (en) * | 2008-09-24 | 2009-02-11 | 中国水利水电第五工程局有限公司 | Application method for horizontal V-shaped tunnel face for digging tunnel |
| CN101487393B (en) * | 2009-02-20 | 2011-09-21 | 中铁西南科学研究院有限公司 | Full-section pre-reinforcing construction method for tunnel free-machining anchor bar |
-
2010
- 2010-01-21 CN CN2010100195514A patent/CN101769157B/en not_active Expired - Fee Related
Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101967987A (en) * | 2010-09-15 | 2011-02-09 | 中铁四局集团第五工程有限公司 | Construction process for temporarily strengthening tunnel face of underground excavation sand layer |
| CN102425425A (en) * | 2011-12-26 | 2012-04-25 | 中铁四局集团有限公司 | Working face reinforcing structure in shield machine cabin as well as construction method and equipment thereof |
| CN102425425B (en) * | 2011-12-26 | 2014-07-23 | 中铁四局集团有限公司 | Working face reinforcing structure in shield machine cabin as well as construction method and equipment thereof |
| CN103334772A (en) * | 2013-07-08 | 2013-10-02 | 中铁十四局集团有限公司 | Slurry capable of stabilizing tunnel face of underground excavation sand layer, slurry preparation method, grouting equipment and grouting process |
| CN110985041A (en) * | 2019-12-31 | 2020-04-10 | 中铁隧道局集团有限公司 | Construction method for processing sudden surge of separated double-hole tunnel |
| CN110985041B (en) * | 2019-12-31 | 2021-04-20 | 中铁隧道局集团有限公司 | Construction method for processing sudden surge of separated double-hole tunnel |
| CN113756850A (en) * | 2021-09-18 | 2021-12-07 | 同济大学 | Assembled type water filling inclined support locking port pipe coupling air bag type tunnel face water retaining wall |
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| Publication number | Publication date |
|---|---|
| CN101769157B (en) | 2012-01-04 |
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