CN102505965A - Method for identifying rock mass failure instability early warning - Google Patents
Method for identifying rock mass failure instability early warning Download PDFInfo
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- CN102505965A CN102505965A CN201110357858XA CN201110357858A CN102505965A CN 102505965 A CN102505965 A CN 102505965A CN 201110357858X A CN201110357858X A CN 201110357858XA CN 201110357858 A CN201110357858 A CN 201110357858A CN 102505965 A CN102505965 A CN 102505965A
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Abstract
The invention belongs to the field of mine safety, relating to a method for identifying rock mass failure instability early warning by utilizing stress displacement monitoring. The method is characterized by comprising the following steps of: determining a monitoring area in an excavated rock mass and numbering, monitoring stress and deformation changes of the rock mass by utilizing a borehole stressmeter and a multipoint position extensometer and monitoring in real time, converting a tangent modulus value of the rock mass, mastering a change trend of the tangent modulus value of the rock mass, and judging whether the rock mass failure instability early warning is carried out or not. The method disclosed by the invention is simple in construction, low in cost, good in effect, has better reliability and early warning accuracy, has the capabilities of shortening the time of the rock failure instability early warning, improving the safety environment of construction and avoiding the losses of labors and devices, and is suitable for the fields of mines, tunnels, side slopes, hydropower station chambers and the like formed by excavating the rock mass.
Description
Technical field
The invention belongs to the mine safety field, relate to a kind of method of utilizing the stress displacement monitoring to realize rock mass damage unstability early warning identification, be applicable to the mine, power station chamber, side slope, tunnel of rock mass excavation etc.
Background technology
Along with the exhaustion day by day of face of land superficial part mineral resources, the mining degree of depth constantly increases, and the early warning of rock mass damage unstability seems more and more important.The early warning of rock mass damage unstability be a kind of rock mass in digging process, and in mineral building or the nugget recovery process,, grasp rock mass stress, change in displacement situation, thereby reach underground pressure management, realize the purpose of disaster alarm along with the propelling of stope.
In the ore body exploitation process, reinforcement stress, displacement monitoring are important process grasping the rock mass situation of change.State's internal stress displacement monitoring, the general using readout instrument obtains data from stress and displacement monitor, and the minority monitoring network utilizes the monitoring point strain gauge to import computer to data, carries out early warning when the method for analysis adopts the stress increment data to gather increase, sudden change more.Because rock mass causes secondary stress field redistribution behind excavation; Cause the stress increment value mutation; When rock mass is in elastic stage; Rock mass generation moderate finite deformation can't produce the large-scale damage unstability, and traditional analytical method does not consider that the stress and strain of rock mass elastic stage in the stress deformation process changes.So, utilize the sudden change of strain gauge monitored data to judge that the rock mass damage unstability is easy to generate wrong early warning conclusion, these factors have greatly influenced the effect of rock mass damage unstability early warning, and its application is restricted.
In view of the deficiency of above-mentioned rock mass unstability method for early warning, need a kind of new early warning recognition methods, both method was simple, distinguishing speed is fast, effective, can judge accurately that again the rock mass damage unstability carries out early warning, also had applicability preferably simultaneously.
Summary of the invention
The present invention be directed to rock mass damage unstability early warning weak effect in the engineerings such as mine safety, road and rail traffic tunnel and water conservancy and hydropower chamber; Be easy to generate wrong problems such as early warning conclusion; Proposed to adopt stress displacement monitoring data to realize a kind of method of rock mass damage unstability early warning; Not only method is simple, and has improved the accuracy of rock mass damage unstability early warning greatly.
A kind of method of rock mass damage unstability early warning identification is characterized in that:
(1) according to the radial dimension of multiple position extensometer, implement boring in the vertical direction of excavation face, diameter is generally 45mm～76mm, and boring length is excavation bulk radius r
0More than 3 times, length is designated as L, the shift value of generation is Δ l, unit is mm, the darkest displacement monitoring point should be in stress of primary rock district, the about 3-5 of anchor point quantity is used for grasping the stressed strain variation situation of rock mass;
(2) borehole stressmeter monitor stress direction should be consistent with multiple position extensometer displacement monitoring direction; At first setting tool and sensor are coupled together; Mounting rod inserts in the central recess of sensor; Confirm the sensor monitors stress direction, readout instrument, display frequency are gone up in the data cable port connection of sensor.Then, the setting tool of left hand grip outside does not rotate it, turns erecting tools clockwise with the right hand, gives initial stress of sensor, reaches a certain amount of (than the low 5Hz of original frequency～10Hz time) up to the force value that shows, stops to twist erecting tools; Mounting rod is extracted out, again setting tool is withdrawed from boring, sensor installs; Treat (about ten minutes) after the frequency stabilization that the frequency of record sensor this moment is as original frequency, the input instrument returns to zero; But operate the stress increment value Δ σ of instrument direct representation rock mass later on;
What (3) propose utilizes displacement monitoring increment size Δ l and the darkest anchor point length L conversion strain increment value Δ ε that holes, and then, utilizes stress increment value Δ σ and strain increment Δ ε conversion tangent modulus E
t, method is
Δ σ=σ i wherein
-σ
I-1, Δ l=l
i-l
I-1,
(4) early warning identifying is following:
1) implements boring according to designing requirement;
2) utilize mounting rod that multiple position extensometer is installed, the darkest anchor point is in the protolith state;
3) utilize mounting rod that borehole stressmeter is installed, requiring borehole stressmeter to measure stress direction is the multiple position extensometer direction of displacement;
4) be connected computer to displacement with the stress monitoring network according to design, formation can be carried out the network of stress displacement monitoring in real time;
5) through monitoring network, the periodic monitoring data are analyzed its result, stress increment value Δ σ=σ
i-σ
I-1, the strain increment value
Conversion tangent modulus value
6) according to the stressed constitutive relation of rock mass, after the rock mass damaged gets into the yield region, the phenomenon that tangent modulus descends appears.Carrying out the tangent modulus data analysis handles; The slope
that obtains the tangent modulus value is found out the point that k reduces, and is rock mass damage unstability early warning recognition methods;
Adopt the tangent modulus slope to reduce the method for early warning rock mass damage unstability, with traditional method for early warning different manifestations following several aspect:
(1) the inventive method has high-reliability; Traditional rock mass damage unstability recognition methods; When only considering the stress increment situation of change, stress occurs behind the rock mass excavation and increase suddenly, stresses re-distribution takes place after existing extensive rock mass to produce less displacement; Belong to the rock mass original crack densification stage, rock mass can not produce unstable phenomenon; Only consider the displacement increment situation of change, rock mass is after progressively excavating, and stress increases gradually; Produce macroscopical displacement, the excavation variation causes stress transfer, can not produce lasting rock mass damage unstability; The result causes early warning mistake, reliability low, judges that rock mass damage unstability convincingness is not enough.The present invention has not only considered the stress increment variation; Also consider the strain increment variation, simultaneously, utilized rock mass loading process constitutive relation to get into the particularity that the yield region tangent modulus descends; Realize the early warning of rock mass damage unstability; The low situation of the early warning credible result degree of having avoided influence factor to cause has less improved the early warning reliability greatly, supports for the early warning of engineering rock mass damage unstability provides effect technique;
(2) the inventive method has practicality, utilization strain increment and stress increment data, conversion tangent modulus; Grasp the tangent modulus variation tendency simultaneously; Utilize the reduction of tangent modulus to realize the early warning of rock mass damage unstability, this method is easy, practical, is applied easily;
(3) in traditional rock mass damage unstability early warning; Few methods is considered that stress increment and strain increment change and is come early warning; Simple when considering stress increment or strain increment, only consider that the stressed data with distortion of rock mass suddenly change early warning, ignored in the stressed constitutive relation of rock mass the variation relation of strain and stress in the elastic stage; The present invention has considered that not only the stress and strain increment changes; Considered elastic modulus change simultaneously, increased the accuracy of early warning, unstability has been taken place to destroy rock mass bring the life and property loss early warning that huge meaning is arranged.
(4) the present invention is applicable to the dynamic disaster early warning of breaking rock body quality of mine unstability taking place, and such as rock burst, roof fall, gushing water and slope and land slide etc., also is applicable to the large-sized rock mass engineering stability, like disaster alarms such as power station chamber, side slope, tunnel and dam bodys.
Description of drawings
Fig. 1 is stressometer of the present invention and displacement meter field conduct figure.
Fig. 2 is a monitoring network schematic diagram of the present invention.
Fig. 3 is an early warning schematic diagram of the present invention.
Among the figure: the 1-borehole stressmeter; 2-borehole stressmeter data collecting instrument; The 3-multiple position extensometer; 4-multiple position extensometer data collecting instrument; The 5-computer; The 6-internet; The 7-multiple users; The 8-communication cable.
Explain: the field monitoring instrument is installed according to Fig. 1 and is implemented, and whole monitoring network should be implemented according to Fig. 2,, realize the rock mass unstability early warning of breaking according to Fig. 3 early warning principle.
The specific embodiment
The break following process of unstability early warning new method of this practical implementation rock mass is carried out:
(1) confirm rock mass monitoring and warning zone, the line number of going forward side by side divided in emphasis monitoring and warning zone, numbering corresponding the data variation of stress increment, displacement increment so that obtain a monitoring network clearly;
(2) carry out stress monitoring and displacement monitoring drilling construction according to design, should be arranged in to be easy to generate at the bottom of the stress boring hole and destroy the unstability rock mass, can not be positioned at protolith state rock mass; The darkest anchor point of multiple position extensometer boring should be in the protolith state;
(3) the drilling hole stress timing is installed and is in 3 times in excavation bulk radius, be used for grasping the rock mass stress state; The darkest anchor point of multiple position extensometer should be in former petrographic province, and all the other anchor points are uniformly distributed in the boring, are used for grasping the rock mass deformation state;
(4) parameter is set, the periodic monitoring data are analyzed stress increment and strain increment, try to achieve the tangent modulus value according to above-mentioned equation, draw tangent modulus slope variation trend;
(5) carry out the early warning of rock mass damage unstability according to the tangent modulus slope variation, when the tangent modulus slope for increasing or when constant, rock mass is in densification or elastic stage, can not produce the rock mass damage unstability; When the tangent modulus slope reduced, rock mass got into the yield region, and the germinating, expansion, the connection that begin to produce secondary crackle cause destroying unstability.So, reduce the tangent modulus slope of rock mass the early warning of identification rock mass damage unstability.
Claims (1)
1. the method for rock mass damage unstability early warning identification is characterized in that, said method is to utilize that the rock mass excavation is stressed to reduce the generation that comes early warning rock mass damage unstability through the tangent modulus slope behind the elastic stage; Concrete steps are following:
(1) according to the radial dimension of multiple position extensometer, implement boring in the vertical direction of excavation face, diameter is 45mm～76mm, and boring length is excavation bulk radius r
0More than 3 times, length is designated as L, the shift value of generation is Δ l, unit is mm, the darkest displacement monitoring point should be in stress of primary rock district, anchor point quantity is 3-5, is used for grasping the stressed strain variation situation of rock mass;
(2) borehole stressmeter monitor stress direction should be consistent with multiple position extensometer displacement monitoring direction; At first setting tool and sensor are coupled together; Mounting rod inserts in the central recess of sensor; Confirm the sensor monitors stress direction, readout instrument, display frequency are gone up in the data cable port connection of sensor; Then, the setting tool of holding on the other hand the outside tight in one's hands does not rotate it, turns erecting tools clockwise with another hand, gives initial stress of sensor, reaches when hanging down 5Hz～10Hz than original frequency up to the force value that shows, stops to twist erecting tools; Mounting rod is extracted out, again setting tool is withdrawed from boring, sensor installs; After treating frequency stabilization, the frequency of record sensor this moment is as original frequency, and the input instrument returns to zero; But operate the stress increment value Δ σ of instrument direct representation rock mass later on;
(3) utilize displacement monitoring increment size Δ l and the darkest anchor point length L conversion strain increment value Δ ε of boring, then, utilize stress increment value Δ σ and strain increment Δ ε conversion tangent modulus E
t, method is
Δ σ=σ wherein
i-σ
I-1, Δ l=l
i-l
I-1,
(4) early warning identifying is following:
1) implements boring according to designing requirement;
2) utilize mounting rod that multiple position extensometer is installed, the darkest anchor point is in the protolith state;
3) utilize mounting rod that borehole stressmeter is installed, requiring borehole stressmeter to measure stress direction is the multiple position extensometer direction of displacement;
4) be connected computer to displacement with the stress monitoring network according to design, formation can be carried out the network of stress displacement monitoring in real time;
5) through monitoring network, the periodic monitoring data are analyzed its result, stress increment value Δ σ=σ
i-σ
I-1, the strain increment value
Conversion tangent modulus value
According to the stressed constitutive relation of rock mass, after the rock mass damaged gets into the yield region, the phenomenon that tangent modulus descends appears; Carry out the tangent modulus data analysis and handle, the slope
that obtains the tangent modulus value is found out the point that k reduces; Carry out the early warning of rock mass damage unstability according to the variation of tangent modulus slope k, when the tangent modulus slope k for increasing or when constant, rock mass is in densification or elastic stage, can not produce the rock mass damage unstability; When the tangent modulus slope k reduced, rock mass got into the yield region, and the germinating, expansion, the connection that begin to produce secondary crackle cause destroying unstability; So, reduce point to the tangent modulus slope k of rock mass as the early warning point that destroys unstability.
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| CN102998180A (en) * | 2012-11-30 | 2013-03-27 | 北京交通大学 | Method for establishing damaged rock constitutive relation by utilizing residual strength |
| CN103591915A (en) * | 2013-11-25 | 2014-02-19 | 中国矿业大学(北京) | Early warning system for monitoring deep hole tension type multipoint displacement and construction method |
| CN103606019A (en) * | 2013-12-04 | 2014-02-26 | 江西理工大学 | Mine goaf overlying stratum sedimentation dynamic prediction method based on time-space relationship |
| CN103712587A (en) * | 2014-01-13 | 2014-04-09 | 湖北工业大学 | Critical displacement forecasting and early warning method based on slope deformation failure mechanism |
| CN104989456A (en) * | 2015-07-24 | 2015-10-21 | 青岛理工大学 | Large-span underground construction surrounding rock excavation stability monitoring and early warning method |
| CN105068113A (en) * | 2015-07-21 | 2015-11-18 | 中国铁道科学研究院铁道建筑研究所 | Method for judging dangerous pumice stones on slope |
| CN105758565A (en) * | 2016-03-03 | 2016-07-13 | 山东科技大学 | Coal roadway driving head-on stress measuring method and danger assessment method |
| CN106370306A (en) * | 2016-09-14 | 2017-02-01 | 中国矿业大学(北京) | Rock burst calamity infrared thermal image early warning identification method |
| CN106596618A (en) * | 2016-11-21 | 2017-04-26 | 中山大学 | Energy dissipation-based rock-soil stability monitoring device |
| CN107421481A (en) * | 2017-07-04 | 2017-12-01 | 成都理工大学 | A kind of three-dimension monitor early warning multipoint displacement meter for being used to measure rock mass dilatancy |
| CN107842394A (en) * | 2017-10-23 | 2018-03-27 | 青岛理工大学 | Large Span Underground chamber exploits the Dynamic Elastic Module detection method of roof stability |
| CN108050986A (en) * | 2017-12-13 | 2018-05-18 | 河北工业大学 | The method for determining Rock And Soil internal rupture face position is monitored based on multipoint displacement meter |
| CN108877156A (en) * | 2018-09-06 | 2018-11-23 | 东北大学 | A kind of slope instability early warning system and method |
| CN109765297A (en) * | 2019-01-03 | 2019-05-17 | 北京科技大学 | A kind of avalanche early warning method based on the identification of separation failure omen |
| CN109853508A (en) * | 2019-03-15 | 2019-06-07 | 长江岩土工程总公司（武汉） | The measurement method of landslide or rock mass deformation in construction and excavation |
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| CN112326788A (en) * | 2020-10-23 | 2021-02-05 | 江西理工大学 | Monitoring and early warning method and system for instability of tailing dam |
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| CN113982681A (en) * | 2021-10-26 | 2022-01-28 | 中煤西安设计工程有限责任公司 | Automatic monitoring and early warning method and system for large-area hanging roof disasters in coal mine goaf |
| CN114046766A (en) * | 2021-09-24 | 2022-02-15 | 广东省交通规划设计研究院集团股份有限公司 | Device and method for testing stress-strain based on soil layer in drill hole |
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