CN103953364B - Rocks of Hydraulic High Pressure Tunnels grouting formula pre-stress lining construction method - Google Patents
Rocks of Hydraulic High Pressure Tunnels grouting formula pre-stress lining construction method Download PDFInfo
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- CN103953364B CN103953364B CN201410183853.3A CN201410183853A CN103953364B CN 103953364 B CN103953364 B CN 103953364B CN 201410183853 A CN201410183853 A CN 201410183853A CN 103953364 B CN103953364 B CN 103953364B
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Abstract
The invention discloses a kind of Rocks of Hydraulic High Pressure Tunnels grouting formula pre-stress lining construction method, one, according to designing requirement tunnel excavation on rock mass, then at tunnel wall surface concrete spraying support layer; Two, in concrete spraying support layer surface coating release agent layer, then on tunnel inwall, backfill grouting is pushed up according to the grouting position of design along the radial pre-buried steel sleeve pipe after-pouring concrete lining of tunnel and hole; Three, carry out first time deep hole drilling by pre-buried steel sleeve pipe, first time packer is placed in concrete lining and carries out first time grouting; Four, after first time has been in the milk, after carrying out second time deep hole drilling in position, second time packer is placed in and carries out second time grouting apart from concrete lining outer rim 1.5m place.The invention has the advantages that and eliminate water under high pressure ring-opening process of the prior art, directly carry out deep hole high pressure grouting, avoid because concrete lining crack makes pressure not reach design load, and the series of problems such as crack shutoff and grouting process adjustment.
Description
Technical field
The present invention relates to Rocks of Hydraulic High Pressure Tunnels grouting formula pre-stress lining, especially relate to Rocks of Hydraulic High Pressure Tunnels grouting formula pre-stress lining construction method.
Background technology
Water conservancy project High Pressure Tunnel By Means is for meeting antiseepage and control of investment requirement, and lining cutting pattern generally adopts the prestressed concrete liner meeting crack-resisting design.Grouting formula prestressed concrete liner is by the contact seam between high pressure grouting filling concrete lining and country rock and deep rock crack, thus lining cutting acquisition compressive pre-stress, lining cutting surrounding rock body integrality and anti-permeability performance are all effectively improved, ensure lining cutting and country rock co-operation, runtime concrete lining is avoided to produce crack, to reach impervious and object that is that reduce investment outlay.
Traditional grouting formula prestressed concrete liner adopts a high pressure grouting method, after concrete lining has been built, first the backfill grouting within the scope of crown is carried out, then water under high pressure open loop is carried out, lining cutting and country rock are fully thrown off, finally group hole high pressure grouting (hole depth is about 1.5m, and grouting pressure is about 2MPa) is carried out to tunnel periphery, make lining cutting obtain designing compressive pre-stress.This method is often difficult to avoid produce crack due to lining concrete in casting process, fracture propagation will be accelerated when water under high pressure open loop, pressure is made not reach design load, affect lining cutting prestressing force effect, even if take a series of temperature control and crack close measure, be still difficult to ensure prestressed grouting quality and prestressing force effect completely.
Summary of the invention
The object of the invention is to provide a kind of Rocks of Hydraulic High Pressure Tunnels grouting formula pre-stress lining construction method.
For achieving the above object, the present invention takes following technical proposals:
Rocks of Hydraulic High Pressure Tunnels grouting formula pre-stress lining construction method of the present invention, carry out according to following step:
The first step, according to designing requirement tunnel excavation on rock mass, then at described tunnel wall surface concrete spraying support layer, thickness is 5cm-20cm;
Second step, in described concrete spraying support layer surface coating release agent layer, then on tunnel inwall according to the grouting position of design along the radial pre-buried steel sleeve pipe of tunnel, then concreting lining cutting and hole top backfill grouting;
3rd step, carry out first time deep hole drilling by described pre-buried steel sleeve pipe, hole depth is 2m, first time packer is placed in concrete lining inside and carries out first time grouting, described first time grouting pressure be 4MPa ~ 5Mpa;
4th step, until first time be in the milk after, namely described in the 3rd step, pre-buried steel sleeve pipe place carries out second time deep hole drilling in position, hole depth is 7m, and be then placed in by second time packer and carry out second time grouting apart from concrete lining outer rim 1.5m place, described second time grouting pressure is 6MPa ~ 8Mpa.
Described first time grouting, second time grouting all adopt group hole grouting, and once grouting four arranges 24 holes; Described release agent layer is lime pulp layer.
Advantage major embodiment of the present invention is in the following areas:
1, water under high pressure ring-opening process of the prior art is eliminated, directly carry out a deep hole high pressure grouting, avoid because concrete lining crack makes pressure not reach design load, and the series of problems such as crack shutoff and grouting process adjustment, simplify construction method, save the duration, guaranteed that grouting pressure reaches design load, thus ensure that prestressing force effect.
2, tunnel excavation timely formation concrete spraying support layer after completing, reduces the scope of the lax circle that excavation is formed, improves load-carrying capacity of surrounding rock; Meanwhile, be equivalent to carry out concrete leveling to the tunnel inner peripheral surface of excavation, reduce country rock (tunnel periphery rock mass) and, to concrete-lined constraint, avoid the generation in concrete lining crack, increase lining cutting prestressing force effect.
3, apply release agent layer on the surface at concrete spraying support layer, throw off also filling solid cement slurries between concrete spraying support layer and concrete lining when making first time deep hole high pressure grouting as far as possible, ensure that concrete lining prestressing force effect.
4, twice deep hole high pressure grouting all adopts group hole grouting; grout hole is positioned at same area at same section; ensure that compressive pre-stress is uniformly distributed along being distributed in the section of longer hole of tunnel week; the lax circle of tunnel periphery and deep-level country rock obtain closely knit and effective reinforcing simultaneously, guarantee that concrete lining prestressing force meets design requirement.
5, twice deep hole high pressure grouting, namely carry out the high pressure grouting of different depth and different pressures value in the same section same area of concrete lining respectively, effectively ensure that concrete lining prestressing force effect, improve the anti-permeability performance of country rock, effectively reduce tunnel seepage amount, save construction investment.
Accompanying drawing explanation
Fig. 1 is heavy-duty pressure tunnel structural representation implemented according to the invention.
Fig. 2 is that the A-A of Fig. 1 is to section structure schematic diagram.
Fig. 3 is the I portion structure for amplifying schematic diagram of Fig. 2.
Detailed description of the invention
As Figure 1-3, Rocks of Hydraulic High Pressure Tunnels grouting formula pre-stress lining construction method of the present invention, carry out according to following step:
The first step, according to designing requirement tunnel excavation on rock mass 1, then form concrete spraying support layer 2 at described tunnel wall surface, thickness is 5cm-20cm;
Second step, after described concrete spraying support layer 2 surface coating lime mortar release agent layer 3, on tunnel inwall according to the grouting position of design along the radial pre-buried steel sleeve pipe 4 of tunnel, then concreting lining cutting 5 and hole top backfill grouting;
3rd step, carry out first time deep hole drilling 6 by described pre-buried steel sleeve pipe 4, hole depth is 2m, then first time packer 7 is placed in concrete lining 5 inside adopts group hole grouting to carry out first time grouting by playpipe 10, described first time grouting pressure be 4MPa ~ 5Mpa;
4th step, until first time be in the milk after, namely described in the 3rd step, pre-buried steel sleeve pipe 4 place carries out second time deep hole drilling 8 in position, hole depth is 7m, then be placed in by second time packer 9 and adopt group hole grouting to carry out second time grouting by playpipe 10 behind concrete lining 5 outer rim 1.5m place, described second time grouting pressure is 6Mpa ~ 8Mpa.
Claims (1)
1. a Rocks of Hydraulic High Pressure Tunnels grouting formula pre-stress lining construction method, is characterized in that: carry out according to following step:
The first step, according to designing requirement tunnel excavation on rock mass, then at described tunnel wall surface concrete spraying support layer, thickness is 5cm-20cm;
Second step, in described concrete spraying support layer surface coating lime mortar release agent layer, then on tunnel inwall according to the grouting position of design along the radial pre-buried steel sleeve pipe of tunnel, then concreting lining cutting and hole top backfill grouting;
3rd step, carry out first time deep hole drilling by described pre-buried steel sleeve pipe, hole depth is 2m, first time packer is placed in concrete lining inside and carries out first time grouting, described first time grouting pressure be 4MPa ~ 5Mpa;
4th step, until first time be in the milk after, namely described in the 3rd step, pre-buried steel sleeve pipe place carries out second time deep hole drilling in position, hole depth is 7m, and be then placed in by second time packer and carry out second time grouting apart from concrete lining outer rim 1.5m place, described second time grouting pressure is 6MPa ~ 8Mpa;
Described first time grouting, second time grouting all adopt group hole grouting, and once grouting four arranges 24 holes.
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| CN201410183853.3A CN103953364B (en) | 2014-05-05 | 2014-05-05 | Rocks of Hydraulic High Pressure Tunnels grouting formula pre-stress lining construction method |
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| CN201410183853.3A CN103953364B (en) | 2014-05-05 | 2014-05-05 | Rocks of Hydraulic High Pressure Tunnels grouting formula pre-stress lining construction method |
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| CN103953364A CN103953364A (en) | 2014-07-30 |
| CN103953364B true CN103953364B (en) | 2016-04-06 |
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| CN107130980A (en) * | 2017-06-28 | 2017-09-05 | 中国水利水电第十四工程局有限公司 | A kind of construction method of tunnel bad geological section consolidation by grouting |
Citations (3)
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| CN102277858A (en) * | 2011-05-27 | 2011-12-14 | 中国水电顾问集团中南勘测设计研究院 | Anti-seepage method and annular anti-seepage curtain for high-pressure water channel |
| CN102536268A (en) * | 2012-03-22 | 2012-07-04 | 长沙理工大学 | Buried high-pressure water channel or tunnel anti-seepage lining structure |
| CN203080558U (en) * | 2013-02-06 | 2013-07-24 | 中国水电顾问集团北京勘测设计研究院 | Direct-type high-pressure grout curtain connection structure in thin lining-grouting cave |
Family Cites Families (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR100549691B1 (en) * | 2004-10-28 | 2006-02-07 | 재단법인 포항산업과학연구원 | A steel- concrete composite lining system for road tunnel and construction method |
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Patent Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102277858A (en) * | 2011-05-27 | 2011-12-14 | 中国水电顾问集团中南勘测设计研究院 | Anti-seepage method and annular anti-seepage curtain for high-pressure water channel |
| CN102536268A (en) * | 2012-03-22 | 2012-07-04 | 长沙理工大学 | Buried high-pressure water channel or tunnel anti-seepage lining structure |
| CN203080558U (en) * | 2013-02-06 | 2013-07-24 | 中国水电顾问集团北京勘测设计研究院 | Direct-type high-pressure grout curtain connection structure in thin lining-grouting cave |
Non-Patent Citations (2)
| Title |
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| 压力隧洞预应力混凝土衬砌浅谈;王晋瑛;《贵州水力发电》;20031031;第17卷(第4期);第29-31页 * |
| 灌浆式预应力混凝土衬砌隧洞;赵长海;《水利水电技术》;19991231;第30卷(第12期);第65-66页 * |
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Address after: 450003 Jinshui Road 109, Zhengzhou City, Henan Province Patentee after: Yellow River Survey Planning and Design Research Institute Co., Ltd. Address before: 450003 Jinshui Road 109, Zhengzhou City, Henan Province Patentee before: Yellow River Engineering Consulting Co., Ltd. |