CN103557755A - Evaluation method of rock-burst control effect of deep-buried tunnel - Google Patents
Evaluation method of rock-burst control effect of deep-buried tunnel Download PDFInfo
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Abstract
The invention relates to an evaluation method of a rock-burst control effect of a deep-buried tunnel, and aims to provide the evaluation method of the rock-burst control effect of the deep-buried tunnel, so that the control effect over rock-burst of each measure is truly and accurately evaluated. The technical scheme is that the evaluation method comprises the following steps: a, uniformly arranging eight test holes, which are symmetrically arranged with the center of the circle of a tunnel face as the center, on the tunnel face of the tunnel; b, burying test elements in the test holes; c, drilling five stress release holes, which are uniformly distributed, on the tunnel face of the tunnel, and recording readings or data of the test elements at the moment; d, injecting water into the stress release holes, and recording the readings or data of the test elements at the moment; e, charging into the stress release holes to implement stress relief blasting, and recording the readings or data of the test elements at the moment; f, evaluating the effects of three different control measures for the data measured by the test elements under three conditions. The evaluation method is mainly suitable for the field of deep-buried long and large tunnel engineering.
Description
Technical field
The present invention relates to a kind of deep-lying tunnel rockburst control effect evaluation method, be mainly applicable to Deep-buried Long And Big tunnel engineering field.
Background technology
Along with the continuous increase of engineering buried depth, the engineering construction risk that rock burst causes also increases thereupon, in tunnel drivage process, may face catastrophic rockburst risk.In order to reduce rockburst risk, reduce the engineering accident that rock burst causes, obtaining abundant achievement in research nearly decades aspect rockburst control measure, and these prophylactico-therapeutic measures are being brought into play certain effect aspect solution rockburst risk.
Rockburst control method is mainly by concrete method, the part that exists rock burst to endanger to be processed, or the shock resistance energy of the stress of the local rock mass of disturbance or reinforcement rock mass.In rockburst control measure, stress relieving explosion, stress relief hole and high pressure water injection are more typical rockburst control measures, are also current three kinds of the most frequently used initiative control methods.Wherein stress relieving explosion is that anisotropy and the reduction rigidity that strengthens rock mass by producing new crackle and the mode that causes plane of fracture slippage reaches the object releasing energy, the stress that stress relief hole is mainly used to reduce in country rock is concentrated level, and high pressure water injection is to reach by softening country rock the object of controlling rock burst.
Although but above-mentioned three kinds of rockburst control measures can be explained the reason that reduces rockburst risk in theory, but successful story few in Practical Project, to need certain engineering experience and scientific research level because control the design of rock burst measure on the one hand, be that three kinds of rockburst control measures have different applicabilities to rockburst risk under different condition on the other hand, need to accomplish to suit measures to local conditions.
In actual tunneling process, the effect meeting that different rock burst prophylactico-therapeutic measures is brought into play changes because of ROCK CONDITIONS, crustal stress condition, execution conditions, geological conditions etc., and impact effect that rockburst risk is controlled.Therefore in deep-lying tunnel tunneling process, which kind of measure the rockburst risk that may exist in the face of the place ahead need to adopt, and the control effect of evaluating different rockburst risks needs testing program targetedly.
Summary of the invention
The technical problem to be solved in the present invention is: the problem for above-mentioned existence provides a kind of deep-lying tunnel rockburst control effect evaluation method, to evaluate truly, exactly each measure for the control effect of rock burst, for the selection of on-the-spot rockburst control measure provides reliable foundation.
The technical solution adopted in the present invention is:
Deep-lying tunnel rockburst control effect evaluation method, is characterized in that step is as follows:
A, on tunnel face, be evenly arranged eight instrument connections that are arranged symmetrically with centered by the face center of circle, wherein four are positioned on the vertical axis of face, and all the other four are positioned at face level on axis; Four instrument connections near the face center of circle are all arranged along tunnel drivage direction, in all the other four instrument connections, are positioned at the instrument connection at tunnel top to vault updip 15 degree, and the instrument connection that is positioned at bottom 15 degree that have a down dip are positioned at two instrument connection maintenance levels of tunnel waist;
B, in instrument connection, bury testing element underground;
C, on tunnel face, be drilled with five equally distributed stress relief holes, and record now reading or the data of testing element; One of them stress relief hole is positioned at the circle centre position of face, and arranges along tunnel drivage direction; All the other four stress relief holes are uniformly distributed on the circumference concentric with face, the radius of this circumference be greater than the instrument connection arranged along tunnel drivage direction to the distance in the face center of circle, be less than the instrument connection that is in tilted layout to the distance in the face center of circle, and in these four stress relief holes, having two is symmetrically distributed on the vertical axis of face, wherein be positioned at the stress relief hole at top to vault updip 15 degree, be positioned at stress relief hole 15 degree that have a down dip of bottom, all the other two Stress Release hole horizontals; The hole depth of each stress relief hole is all less than the degree of depth of instrument connection;
D, to water filling in stress relief hole, and record now reading or the data of testing element;
E, to powder charge in stress relief hole, implement stress relieving explosion, and record now reading or the data of testing element;
F, contrast the data that in three kinds of situations, testing element records, evaluate the effect of three kinds of different control measure.
Described testing element comprises stressometer, calibrate AE sensor and fiber-optic grating sensor
The invention has the beneficial effects as follows: the present invention is drilled with instrument connection at the scene, and bury testing element underground, then carry out being successively drilled with of stress relief hole, to the water filling of stress relief hole inner high voltage and counter stress release aperture, carry out three steps of stress relieving explosion, record the data of testing element in three steps simultaneously, finally carry out recently evaluating the control effect of different rock burst prophylactico-therapeutic measures, more meet on-the-spot actual conditions, fully avoided the impact of objective environment for evaluation procedure, authenticity and the accuracy of evaluation result have been guaranteed, for the selection of on-the-spot rockburst control measure provides reliable foundation.In addition, patent of the present invention can repeatedly be tested in same boring (stress relief hole), has saved workload, has also guaranteed the unification of external environment as far as possible, is more conducive to evaluate the control effect of rock burst prophylactico-therapeutic measures.
Accompanying drawing explanation
Fig. 1 is elevation of the present invention.
Fig. 2 is cross-sectional view of the present invention.
The specific embodiment
The present invention proposes a kind of rockburst risk and control the evaluation method of effect, investigate the change of these control measure to state of surrounding rock, comprise the position that reduces surrouding rock stress level, changes the region of high stress, Brittleness of reduction rock mass etc., evaluate the object that reduces rockburst risk.
As shown in Figure 1 and Figure 2, the Specific construction step of the present embodiment is as follows:
A, on tunnel 1 face, be evenly arranged eight instrument connections 2, wherein four instrument connection 2 intervals are distributed on the vertical axis of face uniformly, and be arranged symmetrically with centered by the face center of circle, all the other four interval be distributed in uniformly face level on axis, centered by the face center of circle, be arranged symmetrically with equally, the spacing on vertical axis between adjacent two instrument connections 2 and level equate to the spacing between adjacent two instrument connections 2 on axis; Four instrument connections 2 near the face center of circle are all arranged along tunnel 1 tunneling direction, are positioned at the instrument connection 2 at tunnel 1 top to vault updip 15 degree, and the instrument connection that is positioned at bottom 15 degree that have a down dip are positioned at two instrument connections, the 2 maintenance levels of tunnel 1 waist.
B, in instrument connection 2, bury testing element 3 underground, in this example, testing element 3 comprises stressometer, calibrate AE sensor and fiber-optic grating sensor, wherein stressometer is used for understanding surrouding rock stress situation of change under various experimental conditions, calibrate AE sensor is used for understanding country rock and breaks and heavily stressed evolutionary process, and fiber-optic grating sensor is for measuring the change procedure of surrouding rock deformation field.
C, on tunnel 1 face, be drilled with five equally distributed stress relief holes 4, and guarantee that hole depth is less than the degree of depth of instrument connection 2, record now reading or the data of each testing element 3 simultaneously, one of them stress relief hole 4 is positioned at the circle centre position of face, and arranges along tunnel 1 tunneling direction, all the other 4 of four stress relief holes are uniformly distributed on the circumference concentric with face, the radius of a circle that these four stress relief holes 4 surround is greater than the distance that the instrument connection 2 of arranging along tunnel 1 tunneling direction arrives the face center of circle, be less than to tunnel 1 hole wall and roll the instrument connection 2 of oblique 15 degree layouts to the distance in the face center of circle, in this example, this radius of a circle equals the spacing between adjacent two instrument connections 2 on same axis, for the twice of the instrument connection 2 along tunnel 1 tunneling direction layout to the distance in the face center of circle, for rolling instrument connections 2 that oblique 15 degree arrange to tunnel 1 hole wall to 2/3 of the distance in the face center of circle, and in these four stress relief holes 4, having two is symmetrically distributed on the vertical axis of face, two are symmetrically distributed in face level on axis, wherein be positioned at the stress relief hole 4 at top to vault updip 15 degree, be positioned at stress relief hole 4 15 degree that have a down dip of bottom, all the other two stress relief hole 4 levels.
D, in stress relief hole 4, carry out high pressure water injection, its pressure need be higher than minimum principal stress, and records now reading or the data of each testing element 3;
E, to the interior powder charge of stress relief hole 4 (explosive payload is approximately 2 ~ 5kg, need to determine according to on-the-spot wall rock condition), means are carried out stress relieving explosion routinely, and record now reading or the data of each testing element 3;
F, contrast the data that in three kinds of situations, each testing element 3 records, evaluate the effect of three kinds of different control measure, by the testing element 3 of arranging, while obtaining different measure execution, the situation of change of displacement, stress, acoustie emission event, according to the data that initially monitor, the internal stress state of country rock while obtaining different measure execution, according to rockburst risk criterion, evaluate the possibility that rock burst occurs.
Patent of the present invention forwardly rockburst risk is stronger, but carries out under the indefinite condition of control measure, evaluates the effect of different rockburst controls.
Claims (2)
1. a deep-lying tunnel rockburst control effect evaluation method, is characterized in that step is as follows:
A, on tunnel (1) face, be evenly arranged eight instrument connections that are arranged symmetrically with (2) centered by the face center of circle, wherein four are positioned on the vertical axis of face, and all the other four are positioned at face level on axis; Four instrument connections (2) near the face center of circle are all arranged along tunnel (1) tunneling direction, in all the other four instrument connections (2), be positioned at the instrument connection (2) at tunnel (1) top to vault updip 15 degree, be positioned at instrument connection (2) 15 degree that have a down dip of bottom, be positioned at two instrument connections (2) maintenance level of tunnel (1) waist;
B, in instrument connection (2), bury testing element (3) underground;
C, on tunnel (1) face, be drilled with five equally distributed stress relief holes (4), and record now reading or the data of testing element (3); One of them stress relief hole (4) is positioned at the circle centre position of face, and arranges along tunnel (1) tunneling direction; All the other four stress relief holes (4) are uniformly distributed on the circumference concentric with face, the radius of this circumference be greater than the instrument connection (2) arranged along tunnel (1) tunneling direction to the distance in the face center of circle, be less than the distance that the instrument connection (2) being in tilted layout arrives the face center of circle, and in these four stress relief holes (4), having two is symmetrically distributed on the vertical axis of face, wherein be positioned at the stress relief hole (4) at top to vault updip 15 degree, be positioned at stress relief hole (4) 15 degree that have a down dip of bottom, all the other two stress relief holes (4) levels; The hole depth of each stress relief hole (4) is all less than the degree of depth of instrument connection (2);
D, to the interior water filling of stress relief hole (4), and record now reading or the data of testing element (3);
E, to the interior powder charge of stress relief hole (4), implement stress relieving explosion, and record now reading or the data of testing element (3);
F, contrast the data that in three kinds of situations, testing element (3) records, evaluate the effect of three kinds of different control measure.
2. deep-lying tunnel rockburst control effect evaluation method according to claim 1, is characterized in that: described testing element (3) comprises stressometer, calibrate AE sensor and fiber-optic grating sensor.
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| CN108332627A (en) * | 2018-03-08 | 2018-07-27 | 武汉大学 | The test method of multiple-row blasting section acting duration |
| CN108386193A (en) * | 2018-02-02 | 2018-08-10 | 陕西煤业化工技术研究院有限责任公司 | A kind of hard integrality top plate chemically expansible pressure break pressure relief method in end |
| CN108613601A (en) * | 2018-04-25 | 2018-10-02 | 中铁四院集团岩土工程有限责任公司 | A kind of quick-fried method of demolition blasting examination |
| CN114963905A (en) * | 2022-06-15 | 2022-08-30 | 四川川交路桥有限责任公司 | Full through stress release hole, non-cut drilling and blasting method |
| CN116663097A (en) * | 2023-04-17 | 2023-08-29 | 中国科学院武汉岩土力学研究所 | Method for designing advanced stress release hole parameters of rock burst source region of deep-buried hard rock construction tunnel |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN108332627B (en) * | 2018-03-08 | 2019-07-09 | 武汉大学 | The test method of multiple-row blasting section acting duration |
| CN108613601A (en) * | 2018-04-25 | 2018-10-02 | 中铁四院集团岩土工程有限责任公司 | A kind of quick-fried method of demolition blasting examination |
| CN114963905A (en) * | 2022-06-15 | 2022-08-30 | 四川川交路桥有限责任公司 | Full through stress release hole, non-cut drilling and blasting method |
| CN116663097A (en) * | 2023-04-17 | 2023-08-29 | 中国科学院武汉岩土力学研究所 | Method for designing advanced stress release hole parameters of rock burst source region of deep-buried hard rock construction tunnel |
| CN116663097B (en) * | 2023-04-17 | 2024-02-02 | 中国科学院武汉岩土力学研究所 | Method for designing advanced stress release hole parameters of rock burst source region of deep-buried hard rock construction tunnel |
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