CN103512546A - Earth and rockfill dam inner deforming non-contact monitoring method - Google Patents
Earth and rockfill dam inner deforming non-contact monitoring method Download PDFInfo
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- CN103512546A CN103512546A CN201310453846.6A CN201310453846A CN103512546A CN 103512546 A CN103512546 A CN 103512546A CN 201310453846 A CN201310453846 A CN 201310453846A CN 103512546 A CN103512546 A CN 103512546A
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Abstract
The invention discloses an earth and rockfill dam inner deforming non-contact monitoring method. Target measuring points are buried in an earth and rockfill dam body, the difference between the target measuring points and rockfill materials is large. A detecting instrument is arranged on the outer portion of a rockfill body or a dam inner gallery, the distance between the target measuring points and the detecting instrument is detected from different positions and different angles, according to the known position of the detecting instrument, the detecting distance between the detecting instrument and the target measuring points and the included angle between the detecting distance and a horizontal line, the initial positions of the target measuring points are determined, the real positions of the target measuring points are measured at specific time intervals, and the difference between the real positions measured each time and the initial positions is the variation value of deforming of a part in the dam body. The method solves a plurality of problems existing in a current inner deforming monitoring technology of the earth and rockfill dam, and the safety monitoring design and the monitoring method of earth and rockfill dams in China are changed fundamentally.
Description
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Technical field
The present invention relates to hydroelectric project technical field, is a kind of contactless monitoring method for the monitoring of earth and rockfill dam internal modification specifically.
Background technology
The technical development of recent year water power is rapid, take a collection of typical project that Tianshengqiao-I (height of dam 178m), Hong Jiadu (height of dam 179.5m), San Banxi (height of dam 185.5m) and water cloth a strip of land between hills (height of dam 233m) power station etc. are representative, rock height is progressively promoted to 200m Ji，Shi China earth and rockfill dam design theory by 100m level and operating technique is reached advanced world standards.But, the development of rock safety monitoring technology obviously lags behind the development of dam construction technique, the performances such as many monitoring instrument adaptability, permanance, shock resistance still rest on the level of 100m level height of dam, for the high dam traditional monitoring instrument of 300m level, have been difficult to adapt to.
There is many defects in traditional earth and rockfill dam internal modification monitoring technology simultaneously, as water-pipe type settlement instrument pipeline easily stops up, draws bracing cable formula horizontal displacement meter pipeline easy-to-rust fracture, instrumentation tube Louis, at earth and rockfill dam, roll the problem such as damage in process, therefore need to find a kind of technology that can more adapt to the monitoring of earth and rockfill dam internal modification.
Summary of the invention
The present invention is a kind of contactless monitoring method for the monitoring of earth and rockfill dam internal modification, to solve the current internal modification monitoring technology of earth and rockfill dam, has problems.
Technical scheme of the present invention is: in earth and rockfill dam dam body inside, bury the target measuring point larger with rockfill materials variances underground, at rockfill outside (as downstream dam slope) or gallery, detection instrument is installed, from diverse location, distance between different angles detection of a target measuring point and detection instrument, according to detection instrument known location, detection range between detection instrument and target measuring point and this detection range and horizontal angle are determined the initial position of target measuring point, in official hour interval, survey to obtain the position of target measuring point, the difference of each absolute fix and initial position is the changing value that is inner this position distortion of dam body.
?the present invention only need to fill and in process, bury the target measuring point larger with rockfill materials variances underground at earth and rockfill dam, do not need as existing monitoring instrument, to draw instrument cable and pipeline, have anti-roll ability strong, be difficult for damaged, later stage without safeguarding, rock fill dam construction being disturbed to the advantages such as little.
The present invention solves the current internal modification monitoring technology of earth and rockfill dam and has many problems, fundamentally changes safety monitoring design and the monitoring method of China's earth and rockfill dam, at hydropower industry, has and far-reaching influence.
Accompanying drawing explanation
The contactless monitoring method schematic diagram of Fig. 1 earth and rockfill dam internal modification of the present invention.
In figure: 1-upstream dam facing, 2-dam crest ，3-downstream dam facing, 4-wipes and surveys instrument-1, and 5-wipes and surveys instrument-2, the 6-dam foundation, 7-target measuring point, distance and the horizontal angle of α-detection instrument-1 and target measuring point, distance and the horizontal angle of β-detection instrument-2 and target measuring point.
Embodiment
The contactless monitoring method of earth and rockfill dam internal modification monitoring of the present invention is to bury the target measuring point 7 larger with rockfill materials variances underground in earth and rockfill dam dam body inside, at rockfill outside (as downstream dam facing) or gallery, detection instrument is installed, from diverse location, distance between different angles detection of a target measuring point and detection instrument, according to detection instrument known location, detection range between detection instrument and target measuring point and this detection range and horizontal angle are determined the initial position of target measuring point, in official hour interval, survey to obtain the position of target measuring point, the difference of each absolute fix and initial position is the changing value that is inner this position distortion of dam body.
Be illustrated in figure 1 detection instrument and be arranged on the layout signal that downstream dam facing carries out the monitoring of dam body internal modification.
At earth and rockfill dam downstream dam facing 3,2 detection instruments 4,5 are installed, the detection range of same target measuring point is respectively to L
1, L
2, the sedimentation of target measuring point (perpendicular displacement) is Δ H=[(L
1i-L
10) sin α+(L
2i-L
20) sin β]/2, section horizontal shift is Δ L=[(L
1i-L
10) COS α+(L
2i-L
20) COS β]/2, L
1i, L
10 is respectively target measuring point and the distance between detection instrument and the distance initial value between target measuring point and detection instrument that detection instrument-1 is surveyed for the i time.In like manner, L
2i, L
20 is respectively target measuring point and the distance between detection instrument and the distance initial value between target measuring point and detection instrument that detection instrument-2 is surveyed for the i time.
Claims (1)
1. the contactless monitoring method of earth and rockfill dam internal modification monitoring, it is characterized in that burying the target measuring point larger with rockfill materials variances underground in earth and rockfill dam dam body inside, in rockfill outside or gallery detection instrument is installed, from diverse location, distance between different angles detection of a target measuring point and detection instrument, according to detection instrument known location, detection range between detection instrument and target measuring point and this detection range and horizontal angle are determined the initial position of target measuring point, in official hour interval, survey to obtain the position of target measuring point, the difference of each absolute fix and initial position is the changing value that is inner this position distortion of dam body.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201310453846.6A CN103512546B (en) | 2013-09-29 | 2013-09-29 | A kind of earth rockfill dam internal modification noncontact formula monitoring method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201310453846.6A CN103512546B (en) | 2013-09-29 | 2013-09-29 | A kind of earth rockfill dam internal modification noncontact formula monitoring method |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN103512546A true CN103512546A (en) | 2014-01-15 |
| CN103512546B CN103512546B (en) | 2016-06-01 |
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201310453846.6A Active CN103512546B (en) | 2013-09-29 | 2013-09-29 | A kind of earth rockfill dam internal modification noncontact formula monitoring method |
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| CN (1) | CN103512546B (en) |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105783869A (en) * | 2016-05-04 | 2016-07-20 | 浙江科技学院 | On-site inclining experiment testing device of rockfill |
| CN106679559A (en) * | 2017-02-20 | 2017-05-17 | 水利部南京水利水文自动化研究所 | Actual measurement device and method of ultrahigh earth-rock dam internal 3D deformation |
| CN111351424A (en) * | 2020-03-31 | 2020-06-30 | 内蒙古雷远信息科技有限公司 | Deformation measuring method and radar system |
Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2004286654A (en) * | 2003-03-24 | 2004-10-14 | Teiseki Sakusei Kogyo Kk | Underground fault monitoring device |
| CN1940473A (en) * | 2004-01-17 | 2007-04-04 | 湖北清江水布垭工程建设公司 | Pipeline for monitoring dam panel deflection or internal deformation of dam-body |
| CN102494668A (en) * | 2011-12-05 | 2012-06-13 | 中国有色金属长沙勘察设计研究院有限公司 | Safety monitoring method of tailing dam |
| CN103198619A (en) * | 2013-03-08 | 2013-07-10 | 青岛理工大学 | Motive power monitoring and warning method of rock mass landslide |
-
2013
- 2013-09-29 CN CN201310453846.6A patent/CN103512546B/en active Active
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2004286654A (en) * | 2003-03-24 | 2004-10-14 | Teiseki Sakusei Kogyo Kk | Underground fault monitoring device |
| CN1940473A (en) * | 2004-01-17 | 2007-04-04 | 湖北清江水布垭工程建设公司 | Pipeline for monitoring dam panel deflection or internal deformation of dam-body |
| CN102494668A (en) * | 2011-12-05 | 2012-06-13 | 中国有色金属长沙勘察设计研究院有限公司 | Safety monitoring method of tailing dam |
| CN103198619A (en) * | 2013-03-08 | 2013-07-10 | 青岛理工大学 | Motive power monitoring and warning method of rock mass landslide |
Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105783869A (en) * | 2016-05-04 | 2016-07-20 | 浙江科技学院 | On-site inclining experiment testing device of rockfill |
| CN105783869B (en) * | 2016-05-04 | 2018-01-19 | 浙江科技学院 | The live inclining experiment test device of rockfill |
| CN106679559A (en) * | 2017-02-20 | 2017-05-17 | 水利部南京水利水文自动化研究所 | Actual measurement device and method of ultrahigh earth-rock dam internal 3D deformation |
| CN106679559B (en) * | 2017-02-20 | 2022-05-20 | 水利部南京水利水文自动化研究所 | Device and method for actually measuring three-dimensional deformation of interior of ultrahigh earth-rock dam |
| CN111351424A (en) * | 2020-03-31 | 2020-06-30 | 内蒙古雷远信息科技有限公司 | Deformation measuring method and radar system |
| CN111351424B (en) * | 2020-03-31 | 2021-10-12 | 内蒙古雷远信息科技有限公司 | Deformation measuring method and radar system |
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| Publication number | Publication date |
|---|---|
| CN103512546B (en) | 2016-06-01 |
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Address after: 650000 Kunming East Road, Yunnan, No. 115 Patentee after: China Kunming survey and design research institute company limited of electricity Jian group Address before: 650000 Kunming East Road, Yunnan, No. 115 Patentee before: Company limited of Kunming Hydroelectric Investigation & Design Institute of China Hydropower Consulting Group |