CN101270667A - Surrounding rock supporting method for ultra-strong or strong or medium rock burst tunnel section deep imbedded in underground chamber - Google Patents
Surrounding rock supporting method for ultra-strong or strong or medium rock burst tunnel section deep imbedded in underground chamber Download PDFInfo
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- CN101270667A CN101270667A CN 200810061515 CN200810061515A CN101270667A CN 101270667 A CN101270667 A CN 101270667A CN 200810061515 CN200810061515 CN 200810061515 CN 200810061515 A CN200810061515 A CN 200810061515A CN 101270667 A CN101270667 A CN 101270667A
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Abstract
The invention relates to a wall rock support method for an extremely strong or a strong or a moderate rock burst tunnel section that is deeply buried in an underground chamber. A technical problem that needs to be solved by the invention is that the wall rock support method for the extremely strong or the strong or the moderate rock burst tunnel section that is deeply buried in the underground chamber is provided by the invention. The method can reinforce the shock resistance of the wall rock, so the wall rock still can be maintained in good and stable conditions when stuck by a shock wave. Aiming at three rock burst tunnel sections, which are the extremely strong or the strong or the moderate rock burst tunnel section, the invention provides the wall rock support method with slightly different detailed parameters based on the same inventive concept. The basic procedures of technical proposal are as follows: 1) steel fibrous concrete containing silica powder is sprayed within the range of side vault of 280 degrees; 2) a fillet steel bolt or an anchorage cable is arranged within the range of side vault of 280 degrees: 3) a steel screen is suspended within the side vault of 280 degrees; 4) and a cone bar is arranged within the range of side vault of 280 degrees. The method can be used in underground projects, including water conservancy and hydropower projects, transportation and mining area and so on.
Description
Technical field
The present invention relates to the surrounding rock supporting method of the extremely strong strong or medium rock burst hole section of a kind of yield of deep-buried cavities.Be applicable to underground constructions such as Hydraulic and Hydro-Power Engineering, traffic, mine.
Background technology
Rock burst is in the Underground Engineering Excavation process, and the surrounding rock failure that the unexpected release of potential energy that accumulates in the rock mass or strain energy causes can cause casualties, work plane or equipment to destroy, and its fundamental characteristics is suddenly with violent.Up to the present, go back the complete rock burst district construction supporting method of neither one in the buried underground engineering construction both domestic and external, have a strong impact on construction safety and progress.
Summary of the invention
For solving the rock burst problem in deep-lying tunnel (tunnel, the tunnel) tunneling process, construction safety that rock burst causes and construction speed problem, the present invention aims to provide a kind of impact resistance of strengthening country rock, still keeps the surrounding rock supporting method of the extremely strong strong or medium rock burst hole section of the yield of deep-buried cavities of good stable state under the impact of shock wave.
The present invention is directed to extremely strong, strong, medium three kinds of rock burst hole sections provide respectively under the same inventive concept, technical scheme slightly different surrounding rock supporting method on concrete parameter, they are respectively:
Scheme one, the surrounding rock supporting method of a kind of yield of deep-buried cavities strong rock burst on active hole section may further comprise the steps:
1) spray the steel fibrous concrete that contains silica flour in 280 ° of scopes of limit crown, thickness is 10 centimetres;
2) arrange twisted steel anchor rod or anchor cable in 280 ° of scopes of limit crown, the diameter of twisted steel anchor rod is 32 millimeters, and long 10 meters, spacing is 1.5 meters * 1.5 meters;
3) hang gauze wire cloth in 280 ° of scopes of limit crown, mesh spacing is 15 centimetres of 15 cm x, and steel wire diameter is 8 millimeters, and then thick 10 centimetres of pneumatically placed concrete;
4) arrange the awl bar in 280 ° of scopes of limit crown, the diameter of awl bar is 32 millimeters, and length is 5 meters, and spacing is 1.5 meters * 1.5 meters.
Scheme two, the surrounding rock supporting method of the strong rock burst hole section of a kind of yield of deep-buried cavities may further comprise the steps:
1) spray the steel fibrous concrete that contains silica flour in 280 ° of scopes of limit crown, thickness is 10 centimetres;
2) arrange twisted steel anchor rod in 280 ° of scopes of limit crown, the diameter of anchor pole is 32 millimeters, and long 8 meters, spacing is 1.5 meters * 1.5 meters;
3) hang gauze wire cloth in 280 ° of scopes of limit crown, mesh spacing is 15 centimetres of 15 cm x, and steel wire diameter is 8 millimeters, and then thick 10 centimetres of pneumatically placed concrete;
4) arrange water swelling formula anchor pole or twisted steel anchor rod or mechanical expansion sleeve bolt in 280 ° of scopes of limit crown, the diameter of anchor pole is 32 millimeters, and length is 4 meters, and spacing is 1.5 meters * 1.5 meters.
Scheme three, the surrounding rock supporting method of the medium rock burst hole section of a kind of yield of deep-buried cavities may further comprise the steps:
1) spray the steel fibrous concrete that contains silica flour in 280 ° of scopes of limit crown, thickness is 10 centimetres;
2) arrange twisted steel anchor rod in 280 ° of scopes of limit crown, the diameter of anchor pole is 28 millimeters, and long 8 meters, spacing is 1.5 meters * 1.5 meters;
3) hang gauze wire cloth in 280 ° of scopes of limit crown, mesh spacing is 15 centimetres of 15 cm x, and steel wire diameter is 8 millimeters, and then thick 10 centimetres of pneumatically placed concrete;
4) random arrangement machinery expansion sleeve bolt or twisted steel anchor rod or friction anchor pole in 280 ° of scopes of limit crown, the diameter of anchor pole is 28 millimeters, length is 3 meters, 1.5 meters * 1.5 meters of spacings.
The invention has the beneficial effects as follows: surrounding rock supporting method of the present invention can adapt to the deformation behaviour of rock burst district country rock, improves the stable condition of rock burst district country rock, guarantees construction safety and driving progress.When selecting concrete supporting means, take into full account the requirement of satisfying simultaneously aspect two of supporting intensity and the shock resistance energy in addition, ensured the construction safety under the different situations targetedly.
Description of drawings
Fig. 1 is the supporting figure of strong rock burst on active of the present invention hole section.
Fig. 2 is the supporting figure of the strong rock burst hole section of the present invention.
Fig. 3 is the supporting figure of the medium rock burst hole section of the present invention.
The specific embodiment
As Fig. 1, Fig. 2, shown in Figure 3, the present invention is applied in the tunnel 1, and the bottom is called tunnel base plate 2, and the top of tunnel is called crown, and both sides are called the limit arch, and crown extends to the both sides arch and is called the limit crown;
1) spray the steel fibrous concrete 5 (model C F30) that contains silica flour in 280 ° of scopes of limit crown, thickness is 10 centimetres,
2) arrange twisted steel anchor rod 3 or anchor cable in 280 ° of scopes of limit crown, the diameter of anchor pole is 32 millimeters, and long 10 meters, spacing is 1.5 meters * 1.5 meters;
3) hang gauze wire cloth in 280 ° of scopes of limit crown, mesh spacing is 15 centimetres of 15 cm x, and steel wire diameter is 8 millimeters, and then pneumatically placed concrete (C25) 6 thick 10 centimetres;
4) arrange awl bar 4 in 280 ° of scopes of limit crown, the diameter of awl bar is 32 millimeters, and length is 5 meters, and spacing is 1.5 meters * 1.5 meters.
1) spray the steel fibrous concrete 5 that contains silica flour in 280 ° of scopes of limit crown, thickness is 10 centimetres;
2) arrange twisted steel anchor rod 3 in 280 ° of scopes of limit crown, the diameter of anchor pole is 32 millimeters, and long 8 meters, spacing is 1.5 meters * 1.5 meters;
3) hang gauze wire cloth in 280 ° of scopes of limit crown, mesh spacing is 15 centimetres of 15 cm x, and steel wire diameter is 8 millimeters, and then pneumatically placed concrete 6 thick 10 centimetres;
4) arrange water swelling formula anchor pole 7 or twisted steel anchor rod 3 or mechanical expansion sleeve bolt in 280 ° of scopes of limit crown, the diameter of anchor pole is 32 millimeters, and length is 4 meters, and spacing is 1.5 meters * 1.5 meters.
1) spray the steel fibrous concrete 5 that contains silica flour in 280 ° of scopes of limit crown, thickness is 10 centimetres;
2) arrange twisted steel anchor rod 3 in 280 ° of scopes of limit crown, the diameter of anchor pole is 28 millimeters, and long 8 meters, spacing is 1.5 meters * 1.5 meters;
3) hang gauze wire cloth in 280 ° of scopes of limit crown, mesh spacing is 15 centimetres of 15 cm x, and steel wire diameter is 8 millimeters, and then pneumatically placed concrete 6 thick 10 centimetres;
4) random arrangement machinery expansion sleeve bolt 8 or twisted steel anchor rod 3 or friction anchor pole in 280 ° of scopes of limit crown, the diameter of anchor pole is 28 millimeters, and length is 3 meters, and spacing is 1.5 meters * 1.5 meters.
More than three embodiments only relate to the different of the different and size of the anchor pole kind of employing, its supporting method all is identical with construction sequence.
Claims (3)
1, the surrounding rock supporting method of a kind of yield of deep-buried cavities strong rock burst on active hole section is characterized in that this method may further comprise the steps:
1) spray the steel fibrous concrete (5) that contains silica flour in 280 ° of scopes of limit crown, thickness is 10 centimetres;
2) arrange twisted steel anchor rod (3) or anchor cable in 280 ° of scopes of limit crown, the diameter of twisted steel anchor rod (3) is 32 millimeters, and long 10 meters, spacing is 1.5 meters * 1.5 meters;
3) hang gauze wire cloth in 280 ° of scopes of limit crown, mesh spacing is 15 centimetres of 15 cm x, and steel wire diameter is 8 millimeters, and then thick 10 centimetres of pneumatically placed concrete (6);
4) arrange awl bar (4) in 280 ° of scopes of limit crown, the diameter of awl bar is 32 millimeters, and length is 5 meters, and spacing is 1.5 meters * 1.5 meters.
2, the surrounding rock supporting method of the strong rock burst hole section of a kind of yield of deep-buried cavities is characterized in that this method may further comprise the steps:
1) spray the steel fibrous concrete (5) that contains silica flour in 280 ° of scopes of limit crown, thickness is 10 centimetres;
2) arrange twisted steel anchor rod (3) in 280 ° of scopes of limit crown, the diameter of anchor pole is 32 millimeters, and long 8 meters, spacing is 1.5 meters * 1.5 meters;
3) hang gauze wire cloth in 280 ° of scopes of limit crown, mesh spacing is 15 centimetres of 15 cm x, and steel wire diameter is 8 millimeters, and then thick 10 centimetres of pneumatically placed concrete (6);
4) arrange water swelling formula anchor pole (7) or twisted steel anchor rod (3) or mechanical expansion sleeve bolt in 280 ° of scopes of limit crown, the diameter of anchor pole is 32 millimeters, and length is 4 meters, and spacing is 1.5 meters * 1.5 meters.
3, the surrounding rock supporting method of the medium rock burst hole section of a kind of yield of deep-buried cavities is characterized in that this method may further comprise the steps:
1) spray the steel fibrous concrete (5) that contains silica flour in 280 ° of scopes of limit crown, thickness is 10 centimetres;
2) arrange twisted steel anchor rod (3) in 280 ° of scopes of limit crown, the diameter of anchor pole is 28 millimeters, and long 8 meters, spacing is 1.5 meters * 1.5 meters;
3) hang gauze wire cloth in 280 ° of scopes of limit crown, mesh spacing is 15 centimetres of 15 cm x, and steel wire diameter is 8 millimeters, and then thick 10 centimetres of pneumatically placed concrete (6);
4) random arrangement machinery expansion sleeve bolt (8) or twisted steel anchor rod (3) or friction anchor pole in 280 ° of scopes of limit crown, the diameter of anchor pole is 28 millimeters, and length is 3 meters, and spacing is 1.5 meters * 1.5 meters.
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| Application Number | Priority Date | Filing Date | Title |
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| CN 200810061515 CN101270667A (en) | 2008-04-30 | 2008-04-30 | Surrounding rock supporting method for ultra-strong or strong or medium rock burst tunnel section deep imbedded in underground chamber |
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Cited By (12)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101943013A (en) * | 2010-09-09 | 2011-01-12 | 中南大学 | Dynamic/static combined support method for rock burst of roadway |
| CN101967984A (en) * | 2010-09-03 | 2011-02-09 | 安徽理工大学 | Deep well tunnel cable anchor rigid-flexible coupling support and surrounding rock overall reinforced support method |
| CN101509386B (en) * | 2009-03-24 | 2011-03-30 | 于守东 | Composite support anchor rod and construction method thereof |
| CN101560882B (en) * | 2009-05-14 | 2011-10-05 | 中国水电顾问集团华东勘测设计研究院 | Digging method for preventing strong or strong rock burst on active face |
| CN102979543A (en) * | 2012-12-25 | 2013-03-20 | 成都理工大学 | Support method for brittle failure of surrounding rocks of hard rock double-track tunnel by river in area of high stress |
| CN101975073B (en) * | 2009-09-30 | 2013-08-07 | 王晓利 | Retractable concrete arch and anchor rod combined support system and construction method |
| CN103743302A (en) * | 2014-01-13 | 2014-04-23 | 中国科学院武汉岩土力学研究所 | Deep-tunnel time-space delay type rock burst prevention method |
| CN105401956A (en) * | 2015-12-24 | 2016-03-16 | 四川川交路桥有限责任公司 | Anti-rock burst and anti-rockfall flexible protection device and construction method for tunnel excavation |
| CN106988763A (en) * | 2017-05-19 | 2017-07-28 | 长春黄金研究院 | A kind of spray foam concrete carries out the method that supporting prevents and treats rock burst hazard |
| CN108518232A (en) * | 2018-04-11 | 2018-09-11 | 中铁十七局集团有限公司 | The anti-rock burst method for protecting support of single-track railway tunnel of corresponding different rock burst intensity grades |
| CN113153362A (en) * | 2020-12-30 | 2021-07-23 | 中铁隧道集团三处有限公司 | Construction method of high-temperature tunnel supporting structure under high ground stress |
| WO2022063326A1 (en) * | 2020-09-28 | 2022-03-31 | 中煤科工开采研究院有限公司 | Spraying temporary support and bolt permanent support method and system |
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2008
- 2008-04-30 CN CN 200810061515 patent/CN101270667A/en active Pending
Cited By (15)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101509386B (en) * | 2009-03-24 | 2011-03-30 | 于守东 | Composite support anchor rod and construction method thereof |
| CN101560882B (en) * | 2009-05-14 | 2011-10-05 | 中国水电顾问集团华东勘测设计研究院 | Digging method for preventing strong or strong rock burst on active face |
| CN101975073B (en) * | 2009-09-30 | 2013-08-07 | 王晓利 | Retractable concrete arch and anchor rod combined support system and construction method |
| CN101967984A (en) * | 2010-09-03 | 2011-02-09 | 安徽理工大学 | Deep well tunnel cable anchor rigid-flexible coupling support and surrounding rock overall reinforced support method |
| CN101967984B (en) * | 2010-09-03 | 2012-11-28 | 蒋欣源 | Deep well tunnel cable anchor rigid-flexible coupling support and surrounding rock overall reinforced support method |
| CN101943013A (en) * | 2010-09-09 | 2011-01-12 | 中南大学 | Dynamic/static combined support method for rock burst of roadway |
| CN102979543A (en) * | 2012-12-25 | 2013-03-20 | 成都理工大学 | Support method for brittle failure of surrounding rocks of hard rock double-track tunnel by river in area of high stress |
| CN103743302A (en) * | 2014-01-13 | 2014-04-23 | 中国科学院武汉岩土力学研究所 | Deep-tunnel time-space delay type rock burst prevention method |
| CN103743302B (en) * | 2014-01-13 | 2015-02-25 | 中国科学院武汉岩土力学研究所 | Deep-tunnel time-space delay type rock burst prevention method |
| CN105401956A (en) * | 2015-12-24 | 2016-03-16 | 四川川交路桥有限责任公司 | Anti-rock burst and anti-rockfall flexible protection device and construction method for tunnel excavation |
| CN105401956B (en) * | 2015-12-24 | 2018-10-12 | 四川川交路桥有限责任公司 | A kind of flexible protective device and construction method of the anti-rock burst falling rocks of tunnel excavation |
| CN106988763A (en) * | 2017-05-19 | 2017-07-28 | 长春黄金研究院 | A kind of spray foam concrete carries out the method that supporting prevents and treats rock burst hazard |
| CN108518232A (en) * | 2018-04-11 | 2018-09-11 | 中铁十七局集团有限公司 | The anti-rock burst method for protecting support of single-track railway tunnel of corresponding different rock burst intensity grades |
| WO2022063326A1 (en) * | 2020-09-28 | 2022-03-31 | 中煤科工开采研究院有限公司 | Spraying temporary support and bolt permanent support method and system |
| CN113153362A (en) * | 2020-12-30 | 2021-07-23 | 中铁隧道集团三处有限公司 | Construction method of high-temperature tunnel supporting structure under high ground stress |
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Open date: 20080924 |