CN105735369A - Anti-floating method for existing tunnel - Google Patents
Anti-floating method for existing tunnel Download PDFInfo
- Publication number
- CN105735369A CN105735369A CN201610119989.7A CN201610119989A CN105735369A CN 105735369 A CN105735369 A CN 105735369A CN 201610119989 A CN201610119989 A CN 201610119989A CN 105735369 A CN105735369 A CN 105735369A
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- China
- Prior art keywords
- floating
- existing tunnel
- pile
- existing
- float method
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- 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.)
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Classifications
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D31/00—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution
- E02D31/10—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution against soil pressure or hydraulic pressure
- E02D31/12—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution against soil pressure or hydraulic pressure against upward hydraulic pressure
Abstract
The invention provides an anti-floating method for an existing tunnel. A plurality of anti-floating piles are arranged on the two sides of the existing tunnel correspondingly; fine aggregate concrete cushions are cast on a dug-out and exposed top plate of the existing tunnel and dug-out and exposed tops of the anti-floating piles; and anti-floating plates are cast on the fine aggregate concrete cushions, and the anti-floating plates are fixedly connected to the tops of the anti-floating piles and extend to the upper portion of the top plate of the existing tunnel, so that buoyancy force borne by the existing tunnel is transmitted to the anti-floating piles through the anti-floating plates and borne by the anti-floating piles. According to the anti-floating method for the existing tunnel, the anti-floating force is increased through a force transmitting system, and thus the problem that the anti-floating force of the existing tunnel is inadequate is effectively solved.
Description
Technical field
The present invention relates to the existing genuine hypodynamic scheme of anti-floating of solution, it is adaptable to solve existing genuine anti-floating power and be unsatisfactory for the situation of code requirement.
Background technology
Along with carrying out of urbanization process, engineering land used is more and more nervous, building on a degree of impact of generation more or less of existing engineering of a lot of new constructions.Such as: needing to remove certain thickness earthing on existing tunnel, this will cause that existing tunnel is unsatisfactory for the anti-floating requirement of specification due to the minimizing of overlying burden, thus becoming the potential safety hazard of existing genuine operation process.
Summary of the invention
It is an object of the invention to propose the anti-float method in a kind of existing tunnel, actuating system can be passed through by the solution of the present invention, increase anti-floating power, thus the hypodynamic problem of anti-floating effectively solving existing tunnel.
In order to achieve the above object, the technical scheme is that the anti-float method that a kind of existing tunnel is provided, comprise following process:
In the both sides in existing tunnel, from ground elevation, apply downwards several anti-floating piles；
Excavate in the both sides, top in existing tunnel so that the bottom-exposed at excavation place, each side goes out the top in existing tunnel and the top of anti-floating pile；
Pea gravel concreten bed course is built in the bottom at excavation place, each side；
Anti-floating plate is built for bed die with described pea gravel concreten bed course, described anti-floating plate is made to be fixedly connected on the top of anti-floating pile, and extending to the over top in existing tunnel so that the buoyancy that existing tunnel is subject to is transferred to described anti-floating pile by anti-floating plate, described anti-floating pile undertake.
Preferably, when applying anti-floating pile, according to anti-floating power, rock-soil layer anti-pulls coefficient, the diameter of anti-floating pile, rock-soil layer side friction parameter request, determine the horizontal spacing of adjacent anti-floating pile, longitudinal pitch and the stake number of anti-floating pile.
Preferably, during excavation, from ground elevation digging up and filling in earthing to the top mark eminence of existing genuine top board.
Preferably, the both sides sidewall at described excavation place is slope section, the excavation ratio of slope 1:m of slope section, determines m value according to on-the-spot Geotechnical Engineering geology.
Preferably, during excavation, retain the waterproof layer in existing tunnel, make described pea gravel concreten bed course be formed on the waterproof layer in existing tunnel, as the protective layer of waterproof layer.
Preferably, first abolish the pile crown of anti-floating pile, then build described pea gravel concreten bed course on the anti-floating pile top of excavation place bottom-exposed and the ceiling edge part in existing tunnel.
Preferably, when building anti-floating plate, the pile crown of anti-floating pile is made to be deep into the inside of anti-floating plate；The thickness of anti-floating plate is determined according to anti-floating power.
Preferably, the anti-floating plate in excavation place backfills earthing, makes the end face of backfill earthing reach ground elevation.
The present invention provides the anti-float method in a kind of existing tunnel, has an advantage in that: the present invention makes the buoyancy that existing tunnel is subject to, and passes to anti-floating plate through existing genuine top board, then the anti-floating pile being transferred to be fixed in anti-floating plate undertakes.The invention solves the existing genuine hypodynamic problem of anti-floating, it is adaptable to solve existing genuine anti-floating power and be unsatisfactory for the situation of code requirement.
Accompanying drawing explanation
Fig. 1 is the transverse section of the float Structure in existing tunnel in the method for the invention；
Fig. 2 is the plane graph of the float Structure in existing tunnel in the method for the invention.
Detailed description of the invention
Below in conjunction with drawings and Examples, the invention will be further described.
As shown in Fig. 1, Fig. 2, the present invention provides the anti-float method in a kind of existing tunnel, realizes by making the float Structure in a kind of existing tunnel.In this float Structure, it is respectively arranged with several anti-floating piles 1 in the existing both sides of genuine 6；The position of opening of existing genuine 6 top boards is provided with pea gravel concreten bed course 3；Existing genuine 6 tops and anti-floating pile 1 top are provided with anti-floating plate 2.
Existing genuine 6 top boards open position, be at least excavating the ceiling edge position come out respectively in both sides；Meanwhile, is still come out in the top of top board both sides anti-floating pile 1 by excavation.In preferred example, described pea gravel concreten bed course 3 at the protective layer as existing genuine 6 waterproof layers it is also possible to bed die when constructing as anti-floating plate 2.That is, on exposed at both sides ceiling edge position out and anti-floating pile 1 top, it is respectively arranged with described anti-floating plate 2.
When existing genuine 6 are subject to buoyancy, it is possible to be transferred to anti-floating plate 2 by the existing top board of genuine 6；Owing to anti-floating pile 1 being fixed in anti-floating plate 2 in the present invention, the buoyancy being transferred to anti-floating plate 2 can be undertaken by anti-floating pile 1.That is, the pipeline of buoyancy is: existing genuine 6(top board) → anti-floating plate 2 → anti-floating pile 1.
One detailed description of the invention of the float Structure in existing tunnel of the present invention, comprises following process:
S1, respectively in the existing both sides of genuine 6, from ground elevation, apply downwards anti-floating pile 1.Horizontal spacing a, the longitudinal pitch b of adjacent anti-floating pile 1, and stake number, can determine according to anti-floating power, rock-soil layer anti-pulls coefficient, anti-floating pile 1 diameter, the isoparametric requirement of rock-soil layer side friction.
S2, from ground elevation digging up and filling in earthing 4 to the top mark eminence of existing genuine 6 top boards；The both sides sidewall at each excavation place is slope section 5, and the excavation ratio of slope of slope section 5 is decided to be 1:m(m value and can determine according to on-the-spot Geotechnical Engineering geology).Digging process should be noted the protection to existing genuine 6 place's waterproof rolls, it is to avoid destroy this waterproof roll.
S3, abolish the pile crown of anti-floating pile 1; then in the bottom (anti-floating pile 1 top and on existing genuine 6 top boards) at excavation place; build certain thickness pea gravel concreten bed course 3, can not only be used for the protective layer to existing genuine 6 waterproof rolls, it is also possible to as the bed die that anti-floating plate 2 applies.
S4, building anti-floating plate 2, and ensure that the pile crown of anti-floating pile 1 gos deep into certain length in anti-floating plate 2, this length need to meet code requirement, and the thickness C of anti-floating plate 2 is determined by anti-floating power.
In the embodiment of diagram, the anti-floating plate 2 of each side is positioned at the bottom at excavation place, place, covers the top of corresponding side anti-floating pile 1, and extends to existing genuine 6 on the ceiling edge part of this corresponding side.In this example, existing genuine 6 top boards all do not expose, thus existing genuine 6 top boards are not all covered by anti-floating plate 2.And in other examples, it is possible to what adjust the position of excavation, pea gravel concreten bed course 3 and anti-floating plate 2 accordingly according to actual requirement builds scope etc..
S5, after anti-floating plate 2 reaches design strength, on the anti-floating plate 2 in excavation place backfill earthing；Until the end face of backfill earthing 4 reaches ground elevation.
In sum, the present invention provides the float Structure in a kind of existing tunnel, makes existing genuine 6 buoyancy being subject to, and passes to anti-floating plate 2 through existing genuine 6 top boards, then the anti-floating pile 1 being transferred to be fixed in anti-floating plate 2 undertakes.The invention solves the existing genuine hypodynamic problem of anti-floating, it is adaptable to solve existing genuine anti-floating power and be unsatisfactory for the situation of code requirement.
Although present disclosure has been made to be discussed in detail already by above preferred embodiment, but it should be appreciated that the description above is not considered as limitation of the present invention.After those skilled in the art have read foregoing, multiple amendment and replacement for the present invention all will be apparent from.Therefore, protection scope of the present invention should be limited to the appended claims.
Claims (8)
1. the anti-float method in an existing tunnel, it is characterised in that comprise procedure below:
In the both sides of existing tunnel (6), from ground elevation, apply downwards several anti-floating piles (1)；
Excavate in the both sides, top of existing tunnel (6) so that the bottom-exposed at excavation place, each side goes out the top in existing tunnel (6) and the top of anti-floating pile (1)；
Pea gravel concreten bed course (3) is built in the bottom at excavation place, each side；
Anti-floating plate (2) is built for bed die with described pea gravel concreten bed course (3), described anti-floating plate (2) is made to be fixedly connected on the top of anti-floating pile (1), and extend to the over top of existing tunnel (6), make the buoyancy that existing tunnel (6) is subject to be transferred to described anti-floating pile (1) by anti-floating plate (2), described anti-floating pile (1) undertake.
2. the anti-float method in existing tunnel as claimed in claim 1, it is characterised in that
When applying anti-floating pile (1), according to anti-floating power, rock-soil layer anti-pulls coefficient, the diameter of anti-floating pile (1), rock-soil layer side friction parameter request, determine the horizontal spacing of adjacent anti-floating pile (1), longitudinal pitch and the stake number of anti-floating pile (1).
3. the anti-float method in existing tunnel as claimed in claim 1, it is characterised in that
During excavation, from the top mark eminence of ground elevation digging up and filling in earthing to existing tunnel (6) top board.
4. the anti-float method in existing tunnel as claimed in claim 3, it is characterised in that
The both sides sidewall at described excavation place is slope section (5), the excavation ratio of slope 1:m of slope section (5), determines m value according to on-the-spot Geotechnical Engineering geology.
5. the anti-float method in existing tunnel as claimed in claim 3, it is characterised in that
Retain the waterproof layer of existing tunnel (6) during excavation, make described pea gravel concreten bed course (3) be formed on the waterproof layer of existing tunnel (6), as the protective layer of waterproof layer.
6. the anti-float method in existing tunnel as claimed in claim 1, it is characterised in that
First abolish the pile crown of anti-floating pile (1), then build described pea gravel concreten bed course (3) on anti-floating pile (1) top of excavation place bottom-exposed and the ceiling edge part of existing tunnel (6).
7. the anti-float method in existing tunnel as claimed in claim 1, it is characterised in that
When building anti-floating plate (2), the pile crown of anti-floating pile (1) is made to be deep into the inside of anti-floating plate (2)；The thickness of anti-floating plate (2) is determined according to anti-floating power.
8. the anti-float method in existing tunnel as claimed in claim 1, it is characterised in that
Anti-floating plate (2) in excavation place backfills earthing, makes the end face of backfill earthing reach ground elevation.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201610119989.7A CN105735369A (en) | 2016-03-03 | 2016-03-03 | Anti-floating method for existing tunnel |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201610119989.7A CN105735369A (en) | 2016-03-03 | 2016-03-03 | Anti-floating method for existing tunnel |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN105735369A true CN105735369A (en) | 2016-07-06 |
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Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201610119989.7A Pending CN105735369A (en) | 2016-03-03 | 2016-03-03 | Anti-floating method for existing tunnel |
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| Country | Link |
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| CN (1) | CN105735369A (en) |
Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN200985518Y (en) * | 2006-12-20 | 2007-12-05 | 上海市第一建筑有限公司 | Portal type anti floating structure |
| CN103993611A (en) * | 2014-05-20 | 2014-08-20 | 杭州江润科技有限公司 | Anti-floating piled raft structure combining deep-layer jet-grouting cement-soil board and anchor and construction method |
| CN104153402A (en) * | 2014-08-22 | 2014-11-19 | 中国建筑西南勘察设计研究院有限公司 | Anti-floating pile composite foundation |
| CN105155579A (en) * | 2015-08-11 | 2015-12-16 | 中铁建大桥工程局集团第五工程有限公司 | Construction method for penetrating existing underground passage in open cutting of subway foundation pit |
-
2016
- 2016-03-03 CN CN201610119989.7A patent/CN105735369A/en active Pending
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN200985518Y (en) * | 2006-12-20 | 2007-12-05 | 上海市第一建筑有限公司 | Portal type anti floating structure |
| CN103993611A (en) * | 2014-05-20 | 2014-08-20 | 杭州江润科技有限公司 | Anti-floating piled raft structure combining deep-layer jet-grouting cement-soil board and anchor and construction method |
| CN104153402A (en) * | 2014-08-22 | 2014-11-19 | 中国建筑西南勘察设计研究院有限公司 | Anti-floating pile composite foundation |
| CN105155579A (en) * | 2015-08-11 | 2015-12-16 | 中铁建大桥工程局集团第五工程有限公司 | Construction method for penetrating existing underground passage in open cutting of subway foundation pit |
Non-Patent Citations (1)
| Title |
|---|
| 王新等: "软土大直径泥水盾构隧道施工期上浮的控制措施", 《隧道建设》 * |
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Application publication date: 20160706 |
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