CN103557755B - Deep-lying tunnel rockburst control effect evaluation method - Google Patents
Deep-lying tunnel rockburst control effect evaluation method Download PDFInfo
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- CN103557755B CN103557755B CN201310537259.5A CN201310537259A CN103557755B CN 103557755 B CN103557755 B CN 103557755B CN 201310537259 A CN201310537259 A CN 201310537259A CN 103557755 B CN103557755 B CN 103557755B
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Abstract
The present invention relates to a kind of deep-lying tunnel rockburst control effect evaluation method, the object of the present invention is to provide a kind of deep-lying tunnel rockburst control effect evaluation method, evaluate the control effects of each measure for rock burst truely and accurately.The technical solution used in the present invention: a, on tunnel face, be evenly arranged eight instrument connections be arranged symmetrically with centered by the face center of circle; B, in instrument connection, bury testing element underground; C, on tunnel face, be drilled with five equally distributed stress relief holes, and record reading or the data of now testing element; D, to water filling in stress relief hole, and record reading or the data of now testing element; E, to powder charge in stress relief hole, implement stress relieving explosion, and record reading or the data of now testing element; The data that in f, contrast three kinds of situations, testing element records, evaluate the effect of three kinds of different control measure.The present invention is mainly applicable to Deep-buried Long And Big tunnel engineering field.
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, may in the face of catastrophic rockburst risk in tunnel drivage process.In order to reduce rockburst risk, reduce the engineering accident that rock burst causes, nearly decades achieve abundant achievement in research in rockburst control measure, and these prophylactico-therapeutic measures have played certain effect in solution rockburst risk.
Rockburst control method is mainly processed the part that there is rock burst harm by concrete method, or the disturbance locally stress of rock mass or the shock resistance energy of 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 three kinds of the most frequently used at present initiative control methods.Wherein stress relieving explosion reaches with reduction rigidity the object released energy by the anisotropy producing new crackle and cause the mode of plane of fracture slippage to strengthen rock mass, stress relief hole is then mainly used to the stress reduced in country rock and concentrates level, and high pressure water injection is then reach by softening country rock the object controlling rock burst.
But although above-mentioned three kinds of rockburst control measures can explain the reason reducing rockburst risk in theory, but successful story in Practical Project is also few, because the design controlling rock burst measure needs certain engineering experience and scientific research level on the one hand, be then that three kinds of rockburst control measures have different applicabilities to rockburst risk at different conditions on the other hand, need to accomplish to suit measures to local conditions.
In actual tunneling process, the effect that different rock-burst prevention measures plays can change because of ROCK CONDITIONS, crustal stress condition, execution conditions, geological conditions etc., and the effect that impact controls rockburst risk.Therefore, in deep-lying tunnel tunneling process, the rockburst risk that may exist in the face of front needs to adopt which kind of measure, and the control effects evaluating different rockburst risk needs testing program targetedly.
Summary of the invention
The technical problem to be solved in the present invention is: provide a kind of deep-lying tunnel rockburst control effect evaluation method for above-mentioned Problems existing, to evaluate the control effects of each measure for rock burst truly, exactly, 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 be 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 then positioned at face level on axis; Four instrument connections near the face center of circle are all arranged along tunnel drivage direction, and in all the other four instrument connections, the instrument connection being positioned at tunnel top is to vault updip 15 degree, and the instrument connection being positioned at bottom has a down dip 15 degree, is 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 reading or the data of now 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 then uniformly distributed in face circumferentially concentric, the radius of this circumference be greater than the instrument connection arranged along tunnel drivage direction to the face center of circle distance, be less than the instrument connection that the is in tilted layout distance to the face center of circle, and there are two to be symmetrically distributed on the vertical axis of face in these four stress relief holes, wherein be positioned at the stress relief hole at top to vault updip 15 degree, the stress relief hole being positioned at bottom has a down dip 15 degree, 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 reading or the data of now testing element;
E, to powder charge in stress relief hole, implement stress relieving explosion, and record reading or the data of now testing element;
The data that in f, contrast 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 being drilled with of stress relief hole is carried out successively, stress relieving explosion three steps are carried out to the water filling of stress relief hole inner high voltage and counter stress release aperture, record the data of testing element in three steps simultaneously, finally carry out the control effects contrasting to evaluate different rock-burst prevention measure, more meet on-the-spot actual conditions, substantially avoid the impact of objective environment for evaluation procedure, ensure that authenticity and the accuracy of evaluation result, for the selection of on-the-spot rockburst control measure provides reliable foundation.In addition, patent of the present invention repeatedly can be tested in same boring (stress relief hole), saves workload, also ensure that the unification of external environment as far as possible, is more conducive to the control effects evaluating rock-burst prevention measure.
Accompanying drawing explanation
Fig. 1 is elevation of the present invention.
Fig. 2 is cross-sectional view of the present invention.
Detailed description of the invention
The present invention proposes a kind of evaluation method of rockburst risk control effects, investigate the change of these control measure to state of surrounding rock, comprise and reduce surrouding rock stress level, the position of the change region of high stress, the Brittleness reducing rock mass etc., evaluate the object reducing 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 then interval be distributed in face level uniformly on axis, be arranged symmetrically with centered by the face center of circle equally, the spacing on vertical axis between adjacent two instrument connections 2 and the level spacing on axis between adjacent two instrument connections 2 is equal; Four instrument connections 2 near the face center of circle are all arranged along tunnel 1 tunneling direction, and the instrument connection 2 being positioned at tunnel 1 top is to vault updip 15 degree, and the instrument connection being positioned at bottom then has a down dip 15 degree, is positioned at two instrument connection 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 for understanding surrouding rock stress situation of change under various experimental condition, calibrate AE sensor breaks and heavily stressed evolutionary process for understanding country rock, 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 reading or the data of now 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 four stress relief holes 4 are uniformly distributed in face circumferentially concentric, the radius of a circle that these four stress relief holes 4 surround is greater than the distance that the instrument connection 2 arranged along tunnel 1 tunneling direction arrives the face center of circle, be less than and roll the distance of oblique 15 degree of instrument connections arranged 2 to the face center of circle to tunnel 1 hole wall, in this example, this radius of a circle equals the spacing on same axis between adjacent two instrument connections 2, for the instrument connection 2 arranged along tunnel 1 tunneling direction arrives the twice of the distance in the face center of circle, 2/3 of the distance in the face center of circle is arrived for rolling oblique 15 degree of instrument connections arranged 2 to tunnel 1 hole wall, and there are two to be symmetrically distributed on the vertical axis of face in these four stress relief holes 4, 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, the stress relief hole 4 being positioned at bottom has a down dip 15 degree, all the other two stress relief hole 4 levels.
D, in stress relief hole 4, carry out high pressure water injection, its pressure higher than minimum principal stress, and need record reading or the data of now each testing element 3;
E, to powder charge in stress relief hole 4 (explosive payload is approximately 2 ~ 5kg, needs to determine according to on-the-spot wall rock condition), means carry out stress relieving explosion routinely, and record reading or the data of now each testing element 3;
The data that in f, contrast three kinds of situations, each testing element 3 records, evaluate the effect of three kinds of different control measure, namely the testing element 3 by arranging, when obtaining different measure execution, the situation of change of displacement, stress, acoustie emission event, according to the data that initial monitor arrives, obtains the internal stress state of country rock when different measure performs, according to rockburst risk criterion, evaluate the possibility that rock burst occurs.
Patent of the present invention can be comparatively strong at front rockburst risk, but carry out under the indefinite condition of control measure, evaluates the effect of different rockburst control.
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 be arranged symmetrically with centered by the face center of circle (2), wherein four are positioned on the vertical axis of face, and all the other four are then 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, the instrument connection (2) being positioned at bottom has a down dip 15 degree, and two instrument connections (2) being positioned at tunnel (1) waist keep level;
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 reading or the data of now 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 then uniformly distributed in face circumferentially concentric, the radius of this circumference be greater than the instrument connection (2) arranged along tunnel (1) tunneling direction to the face center of circle distance, be less than the instrument connection (2) that the is in tilted layout distance to the face center of circle, and there are two to be symmetrically distributed on the vertical axis of face in these four stress relief holes (4), wherein be positioned at the stress relief hole (4) at top to vault updip 15 degree, the stress relief hole (4) being positioned at bottom has a down dip 15 degree, all the other two stress relief hole (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 stress relief hole (4) interior water filling, and record reading or the data of now testing element (3);
E, to stress relief hole (4) interior powder charge, implement stress relieving explosion, and record reading or the data of now testing element (3);
The data that in f, contrast 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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| 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 |
| CN108332627B (en) * | 2018-03-08 | 2019-07-09 | 武汉大学 | The test method of multiple-row blasting section acting duration |
| CN108613601B (en) * | 2018-04-25 | 2020-09-04 | 中铁四院集团岩土工程有限责任公司 | Demolition blasting explosion test method |
| 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 |
| 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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