CN103953364A - Construction method for grouting type prestressed lining of high pressure tunnel inhydraulic engineering - Google Patents
Construction method for grouting type prestressed lining of high pressure tunnel inhydraulic engineering Download PDFInfo
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- CN103953364A CN103953364A CN201410183853.3A CN201410183853A CN103953364A CN 103953364 A CN103953364 A CN 103953364A CN 201410183853 A CN201410183853 A CN 201410183853A CN 103953364 A CN103953364 A CN 103953364A
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Abstract
The invention discloses a construction method for a grouting type prestressed lining of a high pressure tunnel inhydraulic engineering. The method comprises the following steps: (1) excavating a tunnel in a rock according to design requirements, and then spraying a concrete supporting layer on the surface of the wall of the tunnel; (2) coating an isolating agent layer to the surface of the sprayed concrete supporting layer, then pre-burying steel sleeves in the radial direction of the tunnel onthe inner wall of the tunnel according to designed grouting positions, pouring a concrete lining, and backfilling the top of the tunnel and grouting; (3) performing first-time deep hole drilling through the pre-buried steel sleeves, and placing a first-time grouting plug in the concrete lining for the first-time grouting; (4) after completing the first-time grouting, performing second-time deep hole drilling in situ, and placing a second-time grouting plug in a position of 1.5 m away from the outer edge of the concrete lining for the second-time grouting. The construction method has the advantages that a high-pressure water ring opening process in the prior art is canceled, deep-hole high-pressure grouting is directly performed, and a series of problems that pressure does not reach a design value due to cracks of the concrete lining, the cracks are blocked, a grouting process is adjusted and the like are solved.
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 lining cutting that meets cracking resistance design.The lining cutting of grouting formula prestressed concrete is clogged and is contacted seam and deep rock crack between concrete lining and country rock by high pressure grouting, thereby making lining cutting obtain compressive pre-stress, lining cutting surrounding rock body integrality and anti-permeability performance all effectively improves, guarantee lining cutting and country rock co-operation, avoid runtime concrete lining to produce crack, to reach impervious and object that reduce investment outlay.
Traditional grouting formula prestressed concrete lining cutting adopts a high pressure grouting method, after concrete lining has been built, first carry out the backfill grouting within the scope of crown, then carry out water under high pressure open loop, lining cutting and country rock are fully thrown off, finally tunnel periphery is carried out to group hole high pressure grouting (the about 1.5m of hole depth, the about 2MPa of grouting pressure), make lining cutting obtain designing compressive pre-stress.This method is because lining concrete is often difficult to avoid producing crack in casting process, when water under high pressure open loop, will accelerate fracture propagation, make pressure not reach design load, affect lining cutting prestressing force effect, even if take a series of temperature controls and crack close measure, be still difficult to guarantee completely prestressed grouting quality and prestressing force effect.
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, according to following step, carry out:
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, on described concrete spraying support layer surface, apply release agent layer, then on tunnel inwall according to the grouting position of design along radially pre-buried steel sleeve pipe, then concreting lining cutting and the backfill grouting of top, hole of tunnel;
The 3rd step, by described pre-buried steel sleeve pipe, carry out deep hole drilling for the first time, hole depth is 2m, and packer is placed in concrete lining inside and is in the milk for the first time for the first time, and described grouting pressure is for the first time 4MPa～5Mpa;
The 4th step, after being in the milk for the first time, pre-buried steel sleeve pipe place carries out deep hole drilling for the second time described in the 3rd step in position, hole depth is 7m, then will be for the second time packer be placed in apart from concrete lining outer rim 1.5m place and be in the milk for the second time, described grouting pressure is for the second time 6MPa～8Mpa.
Described grouting for the first time, grouting for the second time all adopt group hole grouting, once grouting four row 24 holes; Described release agent layer is lime mortar layer.
Advantage major embodiment of the present invention is in the following areas:
1, cancelled water under high pressure open loop technique of the prior art, directly carry out a deep hole high pressure grouting, avoided not reaching design load because concrete lining crack makes pressure, and the series of problems such as crack shutoff and grouting process adjustment, simplified construction method, save the duration, guaranteed that grouting pressure reaches design load, thereby guaranteed prestressing force effect.
2, tunnel excavation timely formation concrete spraying support layer after completing, has reduced to excavate the scope of formed lax circle, has improved load-carrying capacity of surrounding rock; Meanwhile, be equivalent to the tunnel inner peripheral surface of excavation to carry out concrete leveling, reduced country rock (tunnel periphery rock mass) to concrete-lined constraint, avoided the generation in concrete lining crack, increase lining cutting prestressing force effect.
3, on concrete spraying support layer surface, apply release agent layer, while making deep hole high pressure grouting for the first time, between concrete spraying support layer and concrete lining, throw off and filling solid cement slurries as far as possible, guaranteed 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; guaranteed that compressive pre-stress is along being uniformly distributed in the section of the longer hole of being distributed in 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, in the same section same area of concrete lining, carry out respectively the high pressure grouting of different depth and different pressures value, effectively guaranteed concrete lining prestressing force effect, improved the anti-permeability performance of country rock, effectively reduce tunnel seepage amount, saved 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.
The specific embodiment
As Figure 1-3, Rocks of Hydraulic High Pressure Tunnels grouting formula pre-stress lining construction method of the present invention, according to following step, carry out:
The first step, according to designing requirement tunnel excavation on rock mass 1, then at described tunnel wall surface, form concrete spraying support layer 2, thickness is 5cm-20cm;
Second step, on described concrete spraying support layer 2 surface, apply after lime mortar release agent layer 3, on tunnel inwall according to the grouting position of design along radially pre-buried steel sleeve pipe 4, then concreting lining cutting 5 and the backfill grouting of top, hole of tunnel;
The 3rd step, by described pre-buried steel sleeve pipe 4, carry out deep hole drilling for the first time 6, hole depth is 2m, will be for the first time packer 7 be placed in concrete lining 5 inside and then adopt group hole grouting to be in the milk for the first time by playpipe 10, described grouting pressure is for the first time 4MPa～5Mpa;
The 4th step, after being in the milk for the first time, pre-buried steel sleeve pipe 4 places carry out deep hole drilling for the second time 8 described in the 3rd step in position, hole depth is 7m, then after packer 9 is placed in apart from concrete lining 5 outer rim 1.5m places for the second time, adopt group hole grouting to be in the milk for the second time by playpipe 10, described grouting pressure is for the second time 6Mpa～8Mpa.
Claims (2)
1. a Rocks of Hydraulic High Pressure Tunnels grouting formula pre-stress lining construction method, is characterized in that: according to following step, carry out:
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, on described concrete spraying support layer surface, apply release agent layer, then on tunnel inwall according to the grouting position of design along radially pre-buried steel sleeve pipe, then concreting lining cutting and the backfill grouting of top, hole of tunnel;
The 3rd step, by described pre-buried steel sleeve pipe, carry out deep hole drilling for the first time, hole depth is 2m, and packer is placed in concrete lining inside and is in the milk for the first time for the first time, and described grouting pressure is for the first time 4MPa～5Mpa;
The 4th step, after being in the milk for the first time, pre-buried steel sleeve pipe place carries out deep hole drilling for the second time described in the 3rd step in position, hole depth is 7m, then will be for the second time packer be placed in apart from concrete lining outer rim 1.5m place and be in the milk for the second time, described grouting pressure is for the second time 6MPa～8Mpa.
2. Rocks of Hydraulic High Pressure Tunnels grouting formula pre-stress lining construction method according to claim 1, is characterized in that: described grouting for the first time, grouting for the second time all adopt group hole grouting once grouting four row 24 holes; Described release agent layer is lime mortar layer.
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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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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| 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 (4)
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| KR100549691B1 (en) * | 2004-10-28 | 2006-02-07 | 재단법인 포항산업과학연구원 | A steel- concrete composite lining system for road tunnel and construction method |
| 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 type high-pressure water channel or tunnel seepage-resistant 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 |
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2014
- 2014-05-05 CN CN201410183853.3A patent/CN103953364B/en active Active
Patent Citations (4)
| 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 |
| 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 type high-pressure water channel or tunnel seepage-resistant 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 |
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| 王晋瑛: "压力隧洞预应力混凝土衬砌浅谈", 《贵州水力发电》, vol. 17, no. 4, 31 October 2003 (2003-10-31), pages 29 - 31 * |
| 赵长海: "灌浆式预应力混凝土衬砌隧洞", 《水利水电技术》, vol. 30, no. 12, 31 December 1999 (1999-12-31), pages 65 - 66 * |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| 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 |
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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. |