CN103016036B - Deep-shaft surrounding-rock grouting anchor cable and grouting method thereof - Google Patents
Deep-shaft surrounding-rock grouting anchor cable and grouting method thereof Download PDFInfo
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- CN103016036B CN103016036B CN201310015866.5A CN201310015866A CN103016036B CN 103016036 B CN103016036 B CN 103016036B CN 201310015866 A CN201310015866 A CN 201310015866A CN 103016036 B CN103016036 B CN 103016036B
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Abstract
The invention discloses a deep-shaft surrounding-rock grouting anchor cable and a grouting method thereof. A grouting barrel is divided into three sections from an orifice, the body of the grouting barrel at the first section is kept original, high-pressure grout flowing holes are arranged on the periphery of the body of the grouting barrel at the second section at intervals, a metal sleeve is distantly sleeved on the body of the grouting barrel at the third section and supports an anchor cable steel strand, gap sections are arranged at intervals between the anchor cable steel strand and the grouting barrel, and low-pressure grout flowing holes are arranged on the periphery of the body of the grouting barrel of the gap sections. During grouting, grout flows to completely fill the gaps of the low-pressure grouting area of the deep surrounding rock firstly and then fill the gaps of the high-pressure grouting area from inside to outside step by step, and thereby, a grout pressure arch is formed in the deep shaft surrounding rock, grouting from the deep shaft surrounding rock to the shallow shaft surrounding rock is realized, grouting efficiency of the deep shaft surrounding rock is improved, and grouting effect of the deep surrounding rock is guaranteed.
Description
Technical field
The present invention relates to Roadway Support Technology, belong to Mineral Engineering field, especially tunnel deep wall rock grouting cable anchor.
Background technology
Deep Soft Rock Tunnel generally has that geostatic stress is large, country rock soft broken and the feature such as rheological behavior of surrounding rocks is large.As inappropriate in supporting measure, deformation of the surrounding rock in tunnel is further violent, finally causes tunnel to be destroyed.Both at home and abroad for this class tunnel, conventionally adopt U-shaped steel can receding metal support, closed arch body and anchor shaft anchor cable reinforce and carry out supporting by modes such as grouting cable anchor grouting and reinforcings.The technology relevant with the application is to use grouting cable anchor grouting reinforcement technique.
Traditional grouting cable anchor structure is at the center of steel strand anchor cable, to be provided with slip casting core pipe, at the bottom of hole, section is not for establishing " the Anchor Agent anchoring section " of slip casting core pipe, immediately anchoring section arranges the protuberance of 1～3 " birdcage " formula as the flow channel of slurries, and orifice end is provided with anchorage head; Its deficiency is, when grow in deep wall rock crack, tunnel, when the roadway surrounding rock design slip casting degree of depth and grouting amount are larger (being greater than 8m), because the wall rock grouting degree of depth is few compared with slurries flow channel large, traditional grouting cable anchor, slip casting resistance is large, efficiency is lower, scope is less, slip casting effect is not good, cannot meet supporting intensity requirement, can not meet the requirement that tunnel speedy drivage becomes lane, have a strong impact on the driving speed in tunnel, can not well realize the closely knit slip casting of full hole section, and then affect the effect that supporting roadway surrounding rock is controlled.
Summary of the invention
In order to solve tunnel deep wall rock slip casting difficulty, inefficient problem, the present invention designs a kind of efficient tunnel deep wall rock grouting cable anchor.
For achieving the above object, the technical scheme that the present invention takes is,
A tunnel deep wall rock grouting cable anchor, it comprises with the grouting cable anchor body of slip casting core pipe, it is characterized in that, described slip casting core pipe starts to be divided into three sections from aperture; The slip casting core pipe body of first paragraph retains original state; The slip casting core pipe body of second segment is interval with high pressure slurries flow orifice around; On the body of the 3rd section, be jacketed with metal sleeve, metal sleeve is propped up anchor cable steel strand, makes to present between anchor cable steel strand and slip casting core pipe the gap section at interval, and the slip casting core pipe body of gap section is provided with low pressure slurries flow orifice around.
Said structure makes grouting cable anchor body start to bottom, hole, to be divided into four sections from orifice end, is followed successively by superficial part enclosed area, high-pressure slip-casting district, low-pressure grouting district and Anchor Agent anchoring section.
Operating principle of the present invention is, when using grouting pump to carry out slip casting to tunnel deep wall rock, slurries enter wall-rock crack from the gap section outflow in " low-pressure grouting district ", because section gap, gap is larger, the mobile resistance of slurries is little, so slurries pressure is less at the beginning, along with being slowly full of of crack, country rock deep, slurries pressure raises gradually, when crack, country rock deep is full of by slurries completely, grouting pressure reaches certain high-voltage value, now, slurries strut the steel strand in high-pressure slip-casting district, because slurry stream dynamic resistance is larger, slurries flow out from the gap strutting with high pressure conditions, while only having grouting pump that grouting pressure is raised to high-voltage value, slurries ability seepage flow is in wall-rock crack, and then enter country rock compared with superficial part crack, that is to say, slurries progressively complete from the inside to surface, first gap, low-pressure grouting district, country rock deep is all full of, then gap, Zai Jiang high-pressure slip-casting district is full of, thereby in roadway surrounding rock deep, form a slurries pressure arch, realization is from roadway surrounding rock deep toward progressively slip casting of superficial part.
The present invention is because grouting cable anchor is provided with high-pressure slip-casting district and low-pressure grouting district, and anchor cable is all provided with slurries flow orifice except anchorage zone and superficial part pipe slip casting district, can well realize slurries from country rock deep toward outside seepage flow progressively, and then complete the closely knit slip casting of full hole section, improve tunnel deep wall rock slip casting efficiency, guarantee deep wall rock slip casting effect.
Accompanying drawing explanation
Fig. 1 is grouting cable anchor structural representation of the present invention.
Marginal data, 1-anchorage head, 2-anchor cable steel strand, 3-slip casting core pipe, 4-high pressure slurries flow orifice, 5-metal sleeve, 6-gap section, 7-low pressure slurries flow orifice, 8-superficial part enclosed area, 9-high-pressure slip-casting district, 10-low-pressure grouting district, 11-Anchor Agent anchoring section.
The specific embodiment
As shown in Figure 1, be provided with the grouting cable anchor body of slip casting core pipe 3 in the middle of tunnel of the present invention deep wall rock grouting cable anchor comprises, at the bottom of anchor cable body opening, section is not for establishing the Anchor Agent anchoring section 11 of slip casting core pipe, and anchor cable body orifice end is provided with anchorage head 1; Wherein, described slip casting core pipe 3 starts to be divided into three sections from aperture; Slip casting core pipe 3 bodys of first paragraph retain original state; Slip casting core pipe 3 bodys of second segment are provided with high pressure slurries flow orifice 4 every certain spacing around; On slip casting core pipe 3 bodys of the 3rd section, every certain spacing, overlap a metal sleeve 5, metal sleeve 5 is propped up anchor cable steel strand 2, make to present between anchor cable steel strand 2 and slip casting core pipe 3 the gap section 6 at interval, slip casting core pipe 3 bodys of gap section 6 are provided with low pressure slurries flow orifice 7 around.
Said structure makes grouting cable anchor body start to be divided into four sections from orifice end, is followed successively by superficial part enclosed area 8, high-pressure slip-casting district 9, low-pressure grouting district 10 and Anchor Agent anchoring section 11.
When using grouting pump to carry out slip casting to tunnel deep wall rock, slurries enter wall-rock crack from the gap section outflow in low-pressure grouting district 10, because section 6 gaps in gap are larger, the mobile resistance of slurries is little, so slurries pressure is less at the beginning, along with being slowly full of of crack, country rock deep, slurries pressure raises gradually, when crack, country rock deep is full of by slurries completely, grouting pressure reaches certain high-voltage value, now, slurries strut the steel strand 2 in high-pressure slip-casting district 9, because slurry stream dynamic resistance is larger, slurries flow out from the gap strutting with high pressure conditions, while only having grouting pump that grouting pressure is raised to high-voltage value, slurries ability seepage flow is in wall-rock crack, and then enter country rock compared with superficial part crack, that is to say, slurries progressively complete from the inside to surface, first 10 gaps, low-pressure grouting district, country rock deep are all full of, then 9 gaps, Zai Jiang high-pressure slip-casting district are full of, thereby in roadway surrounding rock deep, form a slurries pressure arch, realization is from roadway surrounding rock deep toward progressively slip casting of superficial part.
Claims (2)
1. a tunnel deep wall rock grouting cable anchor, it comprises with the grouting cable anchor body of slip casting core pipe, it is characterized in that, described slip casting core pipe starts to be divided into three sections from aperture; The slip casting core pipe body of first paragraph retains original state; The slip casting core pipe body of second segment is interval with high pressure slurries flow orifice around; On the body of the 3rd section, be jacketed with metal sleeve, metal sleeve is propped up anchor cable steel strand, makes to present between anchor cable steel strand and slip casting core pipe the gap section at interval, and the slip casting core pipe body of gap section is provided with low pressure slurries flow orifice around; Thereby make grouting cable anchor body start to bottom, hole, to be divided into four sections from orifice end, be followed successively by superficial part enclosed area, high-pressure slip-casting district, low-pressure grouting district and Anchor Agent anchoring section.
2. the grouting method of tunnel as claimed in claim 1 deep wall rock grouting cable anchor, it is characterized in that, when using grouting pump to carry out slip casting to tunnel deep wall rock, the gap section in slurries Xian Cong low-pressure grouting district flows out and enters wall-rock crack, because section gap, gap is larger, the mobile resistance of slurries is little, so slurries pressure is less at the beginning, along with being slowly full of of crack, country rock deep, slurries pressure raises gradually, when crack, country rock deep is full of by slurries completely, grouting pressure reaches certain high-voltage value, now, slurries strut the steel strand in high-pressure slip-casting district, because slurry stream dynamic resistance is larger, slurries flow out from the gap strutting with high pressure conditions, while only having grouting pump that grouting pressure is raised to high-voltage value, slurries ability seepage flow is in wall-rock crack, and then enter country rock compared with superficial part crack, that is to say, slurries progressively complete from the inside to surface, first gap, low-pressure grouting district, country rock deep is all full of, then gap, Zai Jiang high-pressure slip-casting district is full of, thereby in roadway surrounding rock deep, form a slurries pressure arch, realization is from roadway surrounding rock deep toward progressively slip casting of superficial part.
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| Application Number | Priority Date | Filing Date | Title |
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| CN201310015866.5A CN103016036B (en) | 2013-01-16 | 2013-01-16 | Deep-shaft surrounding-rock grouting anchor cable and grouting method thereof |
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| CN201310015866.5A CN103016036B (en) | 2013-01-16 | 2013-01-16 | Deep-shaft surrounding-rock grouting anchor cable and grouting method thereof |
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| CN103016036A CN103016036A (en) | 2013-04-03 |
| CN103016036B true CN103016036B (en) | 2014-10-15 |
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Families Citing this family (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106761835B (en) * | 2017-01-24 | 2018-11-06 | 江苏建筑职业技术学院 | A kind of Karst Tunnel leak segmenting slip casting construction method |
| CN110566226A (en) * | 2019-08-30 | 2019-12-13 | 河南理工大学 | shallow-consolidation deep-injection supporting method for rapid excavation of broken roof large-section roadway |
| CN112392524B (en) * | 2020-11-16 | 2023-02-24 | 山东科技大学 | Geotechnical engineering sectional type cavity slip casting anchor rope device |
Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US5603589A (en) * | 1994-09-09 | 1997-02-18 | Dyckerhoff & Widmann Aktiengesellschaft | Method for manufacturing an anchor element for a soil anchor for a rock anchor, rock bolt or the like, from a strand of twisted steel wire |
| EP0903442A1 (en) * | 1997-09-19 | 1999-03-24 | Ballast Nedam Funderingstechnieken B.V. | Tension member with yielding means |
| CN1710253A (en) * | 2005-07-19 | 2005-12-21 | 山东清大实业集团有限公司 | Underground engineering slip casing anchorge cable |
| CN201180553Y (en) * | 2008-03-18 | 2009-01-14 | 中国矿业大学 | Slip casting anchor bar |
| CN201507317U (en) * | 2009-09-15 | 2010-06-16 | 济南澳科矿山工程技术有限公司 | Anchoring-grouting anchor rope |
| CN202544878U (en) * | 2012-03-15 | 2012-11-21 | 常州双江科技机械有限公司 | Spiral rib grouting anchor cable |
| CN102828760A (en) * | 2012-09-05 | 2012-12-19 | 淮南市顺辉锚固有限公司 | Pre-stress spiral rib hollow grouting anchor rope |
| CN203022784U (en) * | 2013-01-16 | 2013-06-26 | 山东科技大学 | Roadway deep surrounding rock grouting anchor cable |
-
2013
- 2013-01-16 CN CN201310015866.5A patent/CN103016036B/en active Active
Patent Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US5603589A (en) * | 1994-09-09 | 1997-02-18 | Dyckerhoff & Widmann Aktiengesellschaft | Method for manufacturing an anchor element for a soil anchor for a rock anchor, rock bolt or the like, from a strand of twisted steel wire |
| EP0903442A1 (en) * | 1997-09-19 | 1999-03-24 | Ballast Nedam Funderingstechnieken B.V. | Tension member with yielding means |
| CN1710253A (en) * | 2005-07-19 | 2005-12-21 | 山东清大实业集团有限公司 | Underground engineering slip casing anchorge cable |
| CN201180553Y (en) * | 2008-03-18 | 2009-01-14 | 中国矿业大学 | Slip casting anchor bar |
| CN201507317U (en) * | 2009-09-15 | 2010-06-16 | 济南澳科矿山工程技术有限公司 | Anchoring-grouting anchor rope |
| CN202544878U (en) * | 2012-03-15 | 2012-11-21 | 常州双江科技机械有限公司 | Spiral rib grouting anchor cable |
| CN102828760A (en) * | 2012-09-05 | 2012-12-19 | 淮南市顺辉锚固有限公司 | Pre-stress spiral rib hollow grouting anchor rope |
| CN203022784U (en) * | 2013-01-16 | 2013-06-26 | 山东科技大学 | Roadway deep surrounding rock grouting anchor cable |
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