CN103017822B - High Ground Stress Areas underground power house surrouding rock deformation failure evolvement method of testing and structure - Google Patents

High Ground Stress Areas underground power house surrouding rock deformation failure evolvement method of testing and structure Download PDF

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CN103017822B
CN103017822B CN201210498615.2A CN201210498615A CN103017822B CN 103017822 B CN103017822 B CN 103017822B CN 201210498615 A CN201210498615 A CN 201210498615A CN 103017822 B CN103017822 B CN 103017822B
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hole
triaxiality
instrument connection
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CN103017822A (en
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丁秀丽
黄书岭
邬爱清
段海波
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Changjiang River Scientific Research Institute Changjiang Water Resources Commission
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Changjiang River Scientific Research Institute Changjiang Water Resources Commission
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Abstract

The invention discloses a kind of High Ground Stress Areas underground power house surrouding rock deformation failure evolvement method of testing and structure, a kind of High Ground Stress Areas underground power house surrouding rock deformation failure evolvement method of testing, the method can directly and continuous print obtain rock mass construction time and runtime also namely before excavation, the basic data of the temporal-spatial evolution such as rock mass damage zone elastic wave, crack, triaxiality and distortion in digging process and after excavation, thus provide scientific basis for Underground Powerhouse design of its support and arrangement and method for construction optimization and the decision-making of country rock long-term catastrophe forecasting and warning.

Description

High Ground Stress Areas underground power house surrouding rock deformation failure evolvement method of testing and structure
Technical field
The present invention relates to surrouding rock deformation to break technical field of measurement and test, be specifically related to a kind of High Ground Stress Areas underground power house surrouding rock deformation failure evolvement method of testing and structure.
Technical background
Rock deformation and failure is in Underground Engineering Excavation process, and especially at the region of high stress or area of stress concentration, due to Stress relieving of surrounding rocks, rock presents diversified deformation fracture mode.Along with the development of human society, existing increasing engineering construction is carried out in underground, deep, stress level also has significant improvement, as the deep-lying tunnel in the diversion tunnel of Hydraulic and Hydro-Power Engineering and underground power house, traffic engineering, the deep mining in mine engineering, the energy stock and nuke rubbish deep dispose in cavern etc.It is need to excavate region of high stress rock mass that these High Ground Stress Areas underground workss are faced with a common problem, owing to being subject to the effect of high-ground stress, deformation failure in rock excavation process is acutely much more complicated than superficial part engineering, if speed of application is too fast or supporting is incorrect or other other factors, light then cause surrouding rock deformation excessive, affect the normal use of structure, heavy then bring out the geology disasters such as rock burst landslide, damage preparation of construction, affect carrying out smoothly of underground engineering construction.
Both at home and abroad for the research of region of high stress rock deformation and failure, carry out a large amount of work from the aspect such as genesis mechanism, numerical analysis, and achieved some impressive progresses.In region of high stress rock support method, Site Design and engineering technical personnel have inquired into some novel method for protecting support according to engineering geological condition.But, for the High Ground Stress Areas rock deformation and failure of underground works, the most key problem is deep understanding rock deformation and failure evolution mechanism, obtain rock catastrophe occur before and after rock mass elastic wave in Excavation damage zone, crack, stress, distortion with construction speed, Changing Pattern with working time, thus provide reliable theory support for each stage rock engineering Measure Design optimization.
Existing method of testing only has deformation monitoring, and for region of high stress underground power house cavern, existing method cannot describe failure evolvement process, the characteristic sum rule of portraying season cracking evolution that cannot be quantitative.
Summary of the invention
The object of the invention is for above-mentioned technical matters, a kind of High Ground Stress Areas underground power house surrouding rock deformation failure evolvement method of testing is provided, the method can directly and continuous print obtain rock mass construction time and runtime also namely before excavation, the basic data of the temporal-spatial evolution such as rock mass damage zone elastic wave, crack, triaxiality and distortion in digging process and after excavation, thus provide scientific basis for Underground Powerhouse design of its support and arrangement and method for construction optimization and the decision-making of country rock long-term catastrophe forecasting and warning.
For realizing this object, the High Ground Stress Areas underground power house surrouding rock deformation failure evolvement method of testing designed by the present invention, the method comprises the steps:
Step 1: offer shooting and cement bond logging prospect hole, distribution type fiber-optic displacement measurement hole and triaxiality instrument connection by gallery respectively to main building and transformer chamber direction in region, underground power house cavern, High Ground Stress Areas;
Step 2: pour into the first couplant in shooting with cement bond logging prospect hole, then coaxially arranged digital borehole camera instrument in the shooting of having poured into the first couplant and cement bond logging prospect hole, obtained by digital borehole camera instrument in shooting with cement bond logging prospect hole and make a video recording with cement bond logging prospect hole aperture to making a video recording and the image at the bottom of cement bond logging prospect hole hole, the occurrence of rock cranny is obtained after this image is carried out digitized processing, width, then digital borehole camera instrument is taken out, and to shooting and the single-hole sound-wave instrument of coaxially arranged single-emission and double-receiving in cement bond logging prospect hole, tested the acoustic signals of making a video recording and extremely making a video recording at the bottom of cement bond logging prospect hole hole with the rock mass in cement bond logging prospect hole aperture by the single-hole sound-wave instrument of single-emission and double-receiving in shooting with cement bond logging prospect hole, and by this acoustic signals, obtain before and after excavation, the change of rock mass elastic wave in digging process,
Step 3: step 2 carry out while, coaxially arranged distribution type fiber-optic in distribution type fiber-optic displacement measurement hole, then in distribution type fiber-optic displacement measurement hole, the second couplant is poured into, in distribution type fiber-optic displacement measurement hole, measured the strain of rock mass of distribution type fiber-optic displacement measurement hole axis by distribution type fiber-optic, and calculate rock mass deformation and fracture aperture according to metric data;
Step 4: while step 2 and 3 are carried out, evenly be arranged side by side toward top from triaxiality instrument connection bottom multiple three-dimensional strainometer in triaxiality instrument connection, then in triaxiality instrument connection, the second couplant is poured into, by the Changing Pattern of the rock mass stress of three-dimensional strainometer monitoring triaxiality instrument connection in-scope with each duration in triaxiality instrument connection.
Described first couplant is water, and the second couplant is sand-cement slurry, in described step 2, arranges the single-hole sound-wave instrument of single-emission and double-receiving in this shooting of introversion of 15 ~ 30 minutes after taking out digital borehole camera instrument and cement bond logging prospect hole in shooting and cement bond logging prospect hole.
In such scheme, it comprises organizes instrument connection more, and described instrument connection of often organizing is formed by the shooting in step 1 and cement bond logging prospect hole, distribution type fiber-optic displacement measurement hole and triaxiality instrument connection.
Described often group in instrument connection includes four shootings and cement bond logging prospect hole, and described four shootings are positioned in same vertical plane with cement bond logging prospect hole, and two shootings towards main building arrangement are respectively 15 ° and 45 ° with the angle of cement bond logging prospect hole and gallery surface level; Two shootings of arranging towards transformer chamber are respectively 20 ° and 50 ° with the angle of cement bond logging prospect hole and gallery surface level.
Described often group in instrument connection includes multiple distribution type fiber-optic displacement measurement hole and triaxiality instrument connection, the distribution type fiber-optic displacement measurement hole of described same group and triaxiality instrument connection are positioned on same vertical, and described distribution type fiber-optic displacement measurement hole becomes the angle of 70 ~ 80 degree with gallery respectively in the horizontal plane with triaxiality instrument connection.
In technique scheme, the distance of bottom above main building vault being positioned at shooting above main building and cement bond logging prospect hole is 0.4 ~ 0.6m, and being positioned at the shooting inside main building abutment wall with the distance of the bottom distance main building abutment wall of cement bond logging prospect hole is 0.4 ~ 0.6m; The distance of bottom above transformer chamber's vault being positioned at shooting above transformer chamber and cement bond logging prospect hole is 0.4 ~ 0.6m, and being positioned at the shooting inside transformer chamber's abutment wall with the distance of the bottom distance transformer chamber abutment wall of cement bond logging prospect hole is 0.4 ~ 0.6m.
In technique scheme, the distance of bottom above main building vault being positioned at distribution type fiber-optic displacement measurement hole above main building and triaxiality instrument connection is 0.4 ~ 0.6m, and the bottom being positioned at distribution type fiber-optic displacement measurement hole inside main building abutment wall and triaxiality instrument connection is 0.4 ~ 0.6m apart from the distance of main building abutment wall; The distance of bottom above transformer chamber's vault being positioned at distribution type fiber-optic displacement measurement hole above transformer chamber and triaxiality instrument connection is 0.4 ~ 0.6m, and the bottom being positioned at distribution type fiber-optic displacement measurement hole inside transformer chamber's abutment wall and triaxiality instrument connection is 0.4 ~ 0.6m apart from the distance of transformer chamber's abutment wall.
A kind of High Ground Stress Areas underground power house surrouding rock deformation failure evolvement test structure, it is characterized in that: it comprises gallery, main building and transformer chamber, described gallery offers shooting and cement bond logging prospect hole, distribution type fiber-optic displacement measurement hole and triaxiality instrument connection respectively to main building and transformer chamber direction, pours into the first couplant in described shooting and cement bond logging prospect hole;
The second couplant is poured in described distribution type fiber-optic displacement measurement hole and triaxiality instrument connection, coaxially arranged distribution type fiber-optic in distribution type fiber-optic displacement measurement hole, is evenly arranged multiple three-dimensional strainometer from the bottom of triaxiality instrument connection in triaxiality instrument connection toward top;
It also comprise can with the single-hole sound-wave instrument of shooting and the coaxially arranged digital borehole camera instrument of cement bond logging prospect hole and single-emission and double-receiving.
Described distribution type fiber-optic displacement measurement hole and triaxiality instrument connection have multiple, and each distribution type fiber-optic displacement measurement hole and triaxiality instrument connection are and are in tilted layout, the distribution type fiber-optic displacement measurement hole at described same inclination angle and triaxiality instrument connection are for being arranged in parallel, and at a distance of 0.5 ~ 1.5m, gallery base plate should be not less than 10m from the crown elevation distance of main building or transformer chamber.
Owing to have employed above technical scheme, good effect of the present invention and advantage are:
1) owing to having preset long observation port for monitoring from gallery to underground power house and pre-buried testing tool, thus can directly, in real time and follow-on test obtain underground power house construction time and run duration surrouding rock stress, deformation fracture initially breed the space-time foundation such as information and long term evolution data; If two caverns are excavation successively, then can monitor and first excavate cavern's stage excavation overall process information and the impact on rear excavation cavern thereof; If excavate simultaneously, then can monitor both influencing each other; Forecasting and warning can be carried out to construction time and runtime surrounding rock of chamber according to the decipher of test result.
2) present invention employs distribution type fiber-optic and measure distortion, compared with multipoint displacement meter or slide attack, it has distributed, long distance, real-time, the features such as precision height and permanance length, can accomplish that each position of underground rock cavern has and carry out perception and remote monitoring ability as the nervous system of people, and sampled point interval significantly reduces, centimetre-sized can be reached, accomplish the continuous data collection on room and time, and one section of free distribution type fiber-optic is set in testing can carries out temperature compensation, with the error avoiding temperature variation to cause displacement measurement.
3) present invention employs initial value and the changing value that factory building stage excavation different times diverse location country rock terrestrial stress measured by three-dimensional strainometer, the pattern of failure and deformation of surrounding rocks and the trend of plane of fracture development and change can be predicted to the monitoring that destruction region, Excavation damage zone, excavation disturbance district triaxiality size and direction change, for supporting optimum provides reliable technical support, ensure that the safety of engineering is carried out smoothly;
4) present invention employs the comprehensive integration measuring technology that original position is long-term, by appropriate design and the layout of above-mentioned observation port and observation instrument, obtain the elastic wave of underground power house monitoring section region country rock, crack, the temporal-spatial evolution characteristics of the characteristic information such as triaxiality and distortion, especially in same gaging hole, the test of borehole camera and sound wave is successively carried out within a short period of time, the one-to-one relationship that crackle and elastic wave are going up sometime can be obtained, this compares and carries out borehole camera and sonic test separately at two gaging holes, be more suitable for the change of elastic wave and the distribution in crack and change to connect and carry out Integrated Interpretation.And the distribution type fiber-optic displacement measurement hole of close proximity and triaxiality instrument connection, the distortion of terrestrial stress and country rock can be combined, like this can relation between more deep explanation failure and deformation of surrounding rocks and terrestrial stress.
5) the present invention carries out the test of multiple project in the limited range of design monitoring section, is convenient to test result and verifies mutually and comparative analysis, improves surrouding rock deformation and to break the reliability of test and effective extraction of integrated information and decipher.
6) the present invention is suitable for many cavern con struction phase and runtime interactional test, and the original position that also can be used for single cavern is tested for a long time, does not affect construction and the operation of cavern.
Accompanying drawing explanation
Fig. 1 is plan structure schematic diagram of the present invention;
Fig. 2 of the present inventionly faces structural representation;
Fig. 3 is the structural representation in distribution type fiber-optic displacement measurement hole of the present invention;
Fig. 4 is the structural representation arranging digital borehole camera instrument in shooting of the present invention and cement bond logging prospect hole;
Fig. 5 is the structural representation arranging the single-hole sound-wave instrument of single-emission and double-receiving in shooting of the present invention and cement bond logging prospect hole;
Fig. 6 is the structural representation in triaxiality instrument connection of the present invention;
Fig. 7 is underground power house typical borehole panoramic picture and sonic test curve comparison;
Fig. 8 underground power house typical borehole panoramic picture rock pillar crack morphology and distribution;
Wherein, 1-gallery, 2-shooting and cement bond logging prospect hole, 3-distribution type fiber-optic displacement measurement hole, 4-transformer chamber, 5-main building, 6-triaxiality instrument connection, 7-stage excavation line, 8-distribution type fiber-optic, 9-sand-cement slurry, 10-rock mass, the single-hole sound-wave instrument of 11-single-emission and double-receiving, 12-water, 13-digital borehole camera instrument, 14-three-dimensional strainometer, 15-rock mass.
Embodiment
Below in conjunction with drawings and Examples, the present invention is described in further detail:
High Ground Stress Areas underground power house surrouding rock deformation failure evolvement method of testing as shown in Fig. 1 ~ 6, the method comprises the steps:
Step 1: offer shooting and cement bond logging prospect hole 2, distribution type fiber-optic displacement measurement hole 3 and triaxiality instrument connection 6 by gallery 1 respectively to main building 5 and transformer chamber 4 direction in region, underground power house cavern, High Ground Stress Areas;
Step 2: pour into the first couplant in shooting with cement bond logging prospect hole 2, then coaxially arranged digital borehole camera instrument 13 in the shooting of having poured into the first couplant and cement bond logging prospect hole 2, obtained by digital borehole camera instrument 13 in shooting with cement bond logging prospect hole 2 and make a video recording with cement bond logging prospect hole 2 aperture to making a video recording and the image at the bottom of cement bond logging prospect hole 2 hole, the occurrence in rock mass 10 crack is obtained after this image is carried out digitized processing, width, then digital borehole camera instrument 13 is taken out, and to shooting and the single-hole sound-wave instrument 11 of coaxially arranged single-emission and double-receiving in cement bond logging prospect hole 2, tested the acoustic signals of making a video recording and extremely making a video recording at the bottom of cement bond logging prospect hole 2 hole with the rock mass 10 in cement bond logging prospect hole 2 aperture by the single-hole sound-wave instrument 11 of single-emission and double-receiving in shooting with cement bond logging prospect hole 2, and by this acoustic signals, obtain before and after excavation, the change of rock mass elastic wave in digging process, by surveying read apparatus in this step, collect the test data in main building 5 and transformer chamber 4 construction time and construction complete longer a period of time afterwards, every three days of construction time once tested, constructed after once test weekly in 3 months, constructed after within every 15 days, once test in 3 months to 1 year, constructed 1 year after every month once test, during generator operation, every three months is once tested,
Step 3: step 2 carry out while, coaxially arranged distribution type fiber-optic 8 in distribution type fiber-optic displacement measurement hole 3, then in distribution type fiber-optic displacement measurement hole 3, the second couplant is poured into, in distribution type fiber-optic displacement measurement hole 3, measured the strain of rock mass of distribution type fiber-optic displacement measurement hole 3 axis by distribution type fiber-optic 8, and be out of shape and fracture aperture according to metric data calculating rock mass 10; Before distribution type fiber-optic 8 is installed in distribution type fiber-optic displacement measurement hole 3, carry out three borehole cameras, sound waves to distribution type fiber-optic displacement measurement hole 3 observe, to understand the distribution situation of the inner joint fissure in distribution type fiber-optic displacement measurement hole 3, to carry out the layout design in distribution type fiber-optic displacement measurement hole 3.When distribution type fiber-optic 8 is installed, first distribution type fiber-optic 8 is arranged in inside distribution type fiber-optic displacement measurement hole 3 and forms a loop, stretching, be attached to the bottom in distribution type fiber-optic displacement measurement hole 3, set the free end of temperature compensation, then pour into the second couplant and itself and rock 10 are coupled; Determination device is passed through in this step, long-term continuous acquisition main building 5 and transformer chamber 4 construction time stage excavation and construction complete after test data in longer a period of time, every day construction time, 4:00,10:00,16:00,22:00 transmitted automatic monitoring data once, having constructed, every day in later six months, 10:00,22:00 transmitted automatic monitoring data once, once, the time is 10:00 to every two days transmission automatic monitoring data after half a year of having constructed.
Step 4: while step 2 and 3 are carried out, evenly be arranged side by side toward top from triaxiality instrument connection 6 bottom multiple three-dimensional strainometer 14 in triaxiality instrument connection 6, then in triaxiality instrument connection 6, pour into the second couplant, in triaxiality instrument connection 6, monitored the Changing Pattern of rock mass 10 stress with each duration of triaxiality instrument connection 6 in-scope by three-dimensional strainometer 14.First five three-dimensional strainometers 14 are sent into the position that triaxiality instrument connection 6 sets when three-dimensional strainometer 14 is installed, be then in the milk, after grout cures, the strain of point position can be measured by three-dimensional strainometer and be spread out of by sensor and data line.The product of the dependent variable measured and solid cement mortar deformation modulus, can reflect the variable quantity of terrestrial stress along all directions of point position, and then calculates test point triaxiality.Pass through determination device, long-term continuous acquisition main building 5 and transformer chamber 4 construction time stage excavation and construction complete after test data in longer a period of time, every day construction time, 4:00,10:00,16:00,22:00 transmitted automatic monitoring data once, having constructed, every day in later six months, 10:00,22:00 transmitted automatic monitoring data once, constructed and do not had two days after half a year and transmit automatic monitoring data once, the time is 10:00.
In technique scheme, first couplant is water 12, second couplant is sand-cement slurry 9, in described step 2, arranges the single-hole sound-wave instrument 11 of single-emission and double-receiving in make a video recording this shooting of introversion of 15 ~ 30 minutes after taking out digital borehole camera instrument 13 with cement bond logging prospect hole 2 is interior and cement bond logging prospect hole 2.
In technique scheme, it comprises organizes instrument connection more, often organizes instrument connection and forms by the shooting in step 1 and cement bond logging prospect hole 2, distribution type fiber-optic displacement measurement hole 3 and triaxiality instrument connection 6.
In technique scheme, described often group in instrument connection includes four shootings and cement bond logging prospect hole 2, described four shootings are positioned in same vertical plane with cement bond logging prospect hole 2, and two shootings of arranging towards main building 5 are respectively 15 ° and 45 ° with cement bond logging prospect hole 2 and the angle of gallery 1 surface level; Two shootings of arranging towards transformer chamber 4 are respectively 20 ° and 50 ° with cement bond logging prospect hole 2 and the angle of gallery 1 surface level.
In technique scheme, described often group in instrument connection includes multiple distribution type fiber-optic displacement measurement hole 3 and triaxiality instrument connection 6, the distribution type fiber-optic displacement measurement hole 3 of same group and triaxiality instrument connection 6 are positioned on same vertical, and distribution type fiber-optic displacement measurement hole 3 becomes the angle of 70 ~ 80 degree with gallery 1 respectively in the horizontal plane with triaxiality instrument connection 6.
In technique scheme, the distance of bottom above main building 5 vault being positioned at shooting above main building 5 and cement bond logging prospect hole 2 is 0.4 ~ 0.6m, and being positioned at the shooting inside main building 5 abutment wall with the distance of bottom distance main building 5 abutment wall of cement bond logging prospect hole 2 is 0.4 ~ 0.6m; The distance of bottom above transformer chamber 4 vault being positioned at shooting above transformer chamber 4 and cement bond logging prospect hole 2 is 0.4 ~ 0.6m, and being positioned at the shooting inside transformer chamber 4 abutment wall with the distance of bottom distance transformer chamber 4 abutment wall of cement bond logging prospect hole 2 is 0.4 ~ 0.6m;
In technique scheme, the distance of bottom above main building 5 vault being positioned at distribution type fiber-optic displacement measurement hole 3 above main building 5 and triaxiality instrument connection 6 is 0.4 ~ 0.6m, and the bottom being positioned at distribution type fiber-optic displacement measurement hole 3 inside main building 5 abutment wall and triaxiality instrument connection 6 is 0.4 ~ 0.6m apart from the distance of main building 5 abutment wall; The distance of bottom above transformer chamber 4 vault being positioned at distribution type fiber-optic displacement measurement hole 3 above transformer chamber 4 and triaxiality instrument connection 6 is 0.4 ~ 0.6m, and the bottom being positioned at distribution type fiber-optic displacement measurement hole 3 inside transformer chamber 4 abutment wall and triaxiality instrument connection 6 is 0.4 ~ 0.6m apart from the distance of transformer chamber 4 abutment wall.
A kind of High Ground Stress Areas underground power house surrouding rock deformation failure evolvement test structure, it comprises gallery 1, main building 5 and transformer chamber 4, gallery 1 offers shooting and cement bond logging prospect hole 2, distribution type fiber-optic displacement measurement hole 3 and triaxiality instrument connection 6 respectively to main building 5 and transformer chamber 4 direction, pours into the first couplant in shooting and cement bond logging prospect hole 2;
The second couplant is poured in described distribution type fiber-optic displacement measurement hole 3 and triaxiality instrument connection 6, coaxially arranged distribution type fiber-optic 8 in distribution type fiber-optic displacement measurement hole 3, is evenly arranged multiple three-dimensional strainometer 14 from the bottom of triaxiality instrument connection 6 in triaxiality instrument connection 6 toward top; The layout density of multiple three-dimensional strainometer 14 in triaxiality instrument connection 6 has little change large.The three-dimensional strainometer 14 being specially triaxiality instrument connection 6 lowermost end, apart from the abutment wall 0.5m of main building 5 or transformer chamber 4, is up followed successively by from main building 5 or transformer chamber 4 abutment wall 3m, 6m, 13m and 20m.
It also comprise can with the single-hole sound-wave instrument 11 of shooting and the coaxially arranged digital borehole camera instrument 13 of cement bond logging prospect hole 2 and single-emission and double-receiving.
In said structure, it comprises organizes instrument connection more, often organizes instrument connection and forms by shooting and cement bond logging prospect hole 2, distribution type fiber-optic displacement measurement hole 3 and triaxiality instrument connection 6; Described often group in instrument connection includes four shootings and cement bond logging prospect hole 2, four shootings are positioned in same vertical plane with cement bond logging prospect hole 2, and four shootings are all vertical with gallery 1 with cement bond logging prospect hole 2, two shootings of arranging towards main building 5 are respectively 15 ° and 45 ° with cement bond logging prospect hole 2 and the angle of gallery 1 surface level; Two shootings of arranging towards transformer chamber 4 are respectively 20 ° and 50 ° with cement bond logging prospect hole 2 and the angle of gallery 1 surface level; Above-mentioned inclination angle be designed with the efficient coupling between propelling and test probe and rock mass 10 being beneficial to testing tool; Often organize in instrument connection and include multiple distribution type fiber-optic displacement measurement hole 3 and triaxiality instrument connection 6, the distribution type fiber-optic displacement measurement hole 3 of same group and triaxiality instrument connection 6 are positioned on same vertical, distribution type fiber-optic displacement measurement hole 3 becomes the angle of 70 ~ 80 degree with gallery 1 respectively in the horizontal plane with triaxiality instrument connection 6, preferably, described multiple distribution type fiber-optic displacement measurement hole 3 and triaxiality instrument connection 6 are respectively 12 °, 24 °, 36 °, 48 ° and 60 ° with the angle of transformer chamber 4; Multiple distribution type fiber-optic displacement measurement hole 3 and triaxiality instrument connection 6 are respectively 20 °, 35 °, 55 ° and 70 ° with the angle of main building 5.Leading to five distribution type fiber-optic displacement measurement holes 3 of transformer chamber 4 and triaxiality instrument connection 6 monitors in the middle part of the crown of transformer chamber 4, spandrel, abut, abutment wall top and abutment wall respectively; Lead to 4 distribution type fiber-optic displacement measurement holes 3 of main building 5 and triaxiality instrument connection 6 and monitor the crown of main building 5, spandrel, abut and abutment wall respectively.Each monitoring section above-mentioned should be arranged in the dike region between bus tunnel.
In said structure, the distance of bottom above main building 5 vault being positioned at shooting above main building 5 and cement bond logging prospect hole 2 is 0.4 ~ 0.6m, be preferably 0.5m, the bottom being positioned at shooting inside main building 5 abutment wall and cement bond logging prospect hole 2 is 0.4 ~ 0.6m apart from the distance of main building 5 abutment wall, is preferably 0.5m; The distance of bottom above transformer chamber 4 vault being positioned at shooting above transformer chamber 4 and cement bond logging prospect hole 2 is 0.4 ~ 0.6m, be preferably 0.5m, the bottom being positioned at shooting inside transformer chamber 4 abutment wall and cement bond logging prospect hole 2 is 0.4 ~ 0.6m apart from the distance of transformer chamber 4 abutment wall, be preferably 0.5m, above-mentionedly be designed with the information being beneficial to the whole main building 5 of complete acquisition and transformer chamber 4 hole wall country rock, meanwhile, distance main building 5 abutment wall and transformer chamber 4 abutment wall 0.5m are to ensure to avoid in work progress to be corrupted to instrument connection and proper testing;
The distance of bottom above main building 5 vault being positioned at distribution type fiber-optic displacement measurement hole 3 above main building 5 and triaxiality instrument connection 6 is 0.4 ~ 0.6m, and the bottom being positioned at distribution type fiber-optic displacement measurement hole 3 inside main building 5 abutment wall and triaxiality instrument connection 6 is 0.4 ~ 0.6m apart from the distance of main building 5 abutment wall; The distance of bottom above transformer chamber 4 vault being positioned at distribution type fiber-optic displacement measurement hole 3 above transformer chamber 4 and triaxiality instrument connection 6 is 0.4 ~ 0.6m, and the bottom being positioned at distribution type fiber-optic displacement measurement hole 3 inside transformer chamber 4 abutment wall and triaxiality instrument connection 6 is 0.4 ~ 0.6m apart from the distance of transformer chamber 4 abutment wall.
In said structure, distribution type fiber-optic displacement measurement hole 3 and triaxiality instrument connection 6 have multiple, and each distribution type fiber-optic displacement measurement hole 3 and triaxiality instrument connection 6 are and are in tilted layout, the distribution type fiber-optic displacement measurement hole 3 at same inclination angle and triaxiality instrument connection 6 are for being arranged in parallel, and at a distance of 0.5 ~ 1.5m, be preferably 1m, gallery 1 base plate should be not less than 10m from the crown elevation distance of main building 5 or transformer chamber 4.
By the further analyzing and processing to test result, test result is as Fig. 7 and Fig. 8.Fig. 7 is underground power house typical borehole panoramic picture and sonic test curve comparison, contrasts the place that the boring showing sound wave generation significant change exists crack; Fig. 8 is the underground power house typical borehole panoramic picture rock pillar crack morphology and distribution obtained by data video camera, intuitively show crack occurrence and width, according to the test pattern of different time sections with position and the change of sound wave, the emergence and development evolution Feature in crack can be obtained further.
The present invention obtains data by triaxiality test, utilizes the data processing softwares such as EXCEL, draws the figure of underground chamber triaxiality in time and by stages Layer evolution; Calculate rock mass deformation and fracture aperture according to distribution type fiber-optic metric data, utilize the data processing softwares such as EXCEL, draw the figure of distortion and fracture aperture in time and by stages Layer evolution; Acoustic velocity is obtained according to sonic test result, utilize the data processing softwares such as EXCEL, draw acoustic velocity in time and by stages the figure of Layer evolution and acoustic velocity at the variation diagram of rock mass different depth, also according to acoustic velocity over time, can calculate and obtain different depth Mechanics Parameters of Rock Mass Evolution in time.
The content that this instructions is not described in detail belongs to the known prior art of professional and technical personnel in the field.

Claims (5)

1. a High Ground Stress Areas underground power house surrouding rock deformation failure evolvement method of testing, the method comprises the steps:
Step 1: offer shooting and cement bond logging prospect hole (2), distribution type fiber-optic displacement measurement hole (3) and triaxiality instrument connection (6) by gallery (1) respectively to main building (5) and transformer chamber (4) direction in region, underground power house cavern, High Ground Stress Areas;
Step 2: pour into the first couplant in shooting with cement bond logging prospect hole (2), then coaxially arranged digital borehole camera instrument (13) in the shooting of having poured into the first couplant and cement bond logging prospect hole (2), obtained by digital borehole camera instrument (13) in shooting with cement bond logging prospect hole (2) and make a video recording with cement bond logging prospect hole (2) aperture to making a video recording and the image at the bottom of cement bond logging prospect hole (2) hole, the occurrence in rock mass (10) crack is obtained after this image is carried out digitized processing, width, then digital borehole camera instrument (13) is taken out, and to shooting and the single-hole sound-wave instrument (11) of coaxially arranged single-emission and double-receiving in cement bond logging prospect hole (2), tested the acoustic signals of making a video recording and extremely making a video recording at the bottom of cement bond logging prospect hole (2) hole with the rock mass (10) in cement bond logging prospect hole (2) aperture by the single-hole sound-wave instrument (11) of single-emission and double-receiving in shooting with cement bond logging prospect hole (2), and by this acoustic signals, obtain before and after excavation, the change of rock mass elastic wave in digging process,
Step 3: step 2 carry out while, coaxially arranged distribution type fiber-optic (8) in distribution type fiber-optic displacement measurement hole (3), then in distribution type fiber-optic displacement measurement hole (3), the second couplant is poured into, in distribution type fiber-optic displacement measurement hole (3), measure the axial strain of rock mass in distribution type fiber-optic displacement measurement hole (3) by distribution type fiber-optic (8), and calculate rock mass (10) distortion and fracture aperture according to metric data;
Step 4: while step 2 and 3 are carried out, evenly be arranged side by side toward top from triaxiality instrument connection (6) bottom multiple three-dimensional strainometer (14) in triaxiality instrument connection (6), then in triaxiality instrument connection (6), the second couplant is poured into, by the Changing Pattern of rock mass (10) stress of three-dimensional strainometer (14) monitoring triaxiality instrument connection (6) in-scope with each duration in triaxiality instrument connection (6);
Described method of testing comprises organizes instrument connection more, and described instrument connection of often organizing is formed by the shooting in step 1 and cement bond logging prospect hole (2), distribution type fiber-optic displacement measurement hole (3) and triaxiality instrument connection (6);
Described often group in instrument connection includes four shootings and cement bond logging prospect hole (2), described four shootings are positioned in same vertical plane with cement bond logging prospect hole (2), and two shootings of arranging towards main building (5) are respectively 15 ° and 45 ° with cement bond logging prospect hole (2) and the angle of gallery (1) surface level; Two shootings of arranging towards transformer chamber (4) are respectively 20 ° and 50 ° with cement bond logging prospect hole (2) and the angle of gallery (1) surface level;
Described often group in instrument connection includes multiple distribution type fiber-optic displacement measurement hole (3) and multiple triaxiality instrument connection (6), the distribution type fiber-optic displacement measurement hole (3) of described same group and triaxiality instrument connection (6) are positioned on same vertical, and described distribution type fiber-optic displacement measurement hole (3) becomes the angle of 70 ~ 80 degree with gallery (1) respectively in the horizontal plane with triaxiality instrument connection (6).
2. High Ground Stress Areas underground power house surrouding rock deformation failure evolvement method of testing according to claim 1, it is characterized in that: described first couplant is water (12), second couplant is sand-cement slurry (9), in described step 2, in this shooting of introversion of 15 ~ 30 minutes take out digital borehole camera instrument (13) in shooting and cement bond logging prospect hole (2) after and cement bond logging prospect hole (2), the single-hole sound-wave instrument (11) of single-emission and double-receiving is set.
3. High Ground Stress Areas underground power house surrouding rock deformation failure evolvement method of testing according to claim 1, it is characterized in that: the distance of bottom above main building (5) vault being positioned at shooting and the cement bond logging prospect hole (2) of main building (5) top is 0.4 ~ 0.6m, the distance being positioned at bottom distance main building (5) abutment wall of shooting inside main building (5) abutment wall and cement bond logging prospect hole (2) is 0.4 ~ 0.6m; The distance of bottom above transformer chamber (4) vault being positioned at shooting and the cement bond logging prospect hole (2) of transformer chamber (4) top is 0.4 ~ 0.6m, and the distance being positioned at bottom distance transformer chamber (4) abutment wall of shooting inside transformer chamber (4) abutment wall and cement bond logging prospect hole (2) is 0.4 ~ 0.6m;
The bottom in the distribution type fiber-optic displacement measurement hole (3) and triaxiality instrument connection (6) that are positioned at main building (5) top is 0.4 ~ 0.6m apart from the distance above main building (5) vault, and the distance being positioned at bottom distance main building (5) abutment wall of distribution type fiber-optic displacement measurement hole (3) inside main building (5) abutment wall and triaxiality instrument connection (6) is 0.4 ~ 0.6m; The bottom in the distribution type fiber-optic displacement measurement hole (3) and triaxiality instrument connection (6) that are positioned at transformer chamber (4) top is 0.4 ~ 0.6m apart from the distance above transformer chamber (4) vault, and the distance being positioned at bottom distance transformer chamber (4) abutment wall of distribution type fiber-optic displacement measurement hole (3) inside transformer chamber (4) abutment wall and triaxiality instrument connection (6) is 0.4 ~ 0.6m.
4. a High Ground Stress Areas underground power house surrouding rock deformation failure evolvement test structure, it is characterized in that: test structure comprises gallery (1), main building (5) and transformer chamber (4), described gallery (1) offers shooting and cement bond logging prospect hole (2), distribution type fiber-optic displacement measurement hole (3) and triaxiality instrument connection (6) respectively to main building (5) and transformer chamber (4) direction, pours into the first couplant in described shooting and cement bond logging prospect hole (2);
The second couplant is poured in described distribution type fiber-optic displacement measurement hole (3) and triaxiality instrument connection (6), coaxially arranged distribution type fiber-optic (8) in distribution type fiber-optic displacement measurement hole (3), is evenly arranged multiple three-dimensional strainometer (14) from the bottom of triaxiality instrument connection (6) in triaxiality instrument connection (6) toward top;
Described test structure also comprise can with the single-hole sound-wave instrument (11) of shooting and the coaxially arranged digital borehole camera instrument (13) of cement bond logging prospect hole (2) and single-emission and double-receiving;
Described test structure comprises organizes instrument connection more, and described instrument connection of often organizing is formed by shooting and cement bond logging prospect hole (2), distribution type fiber-optic displacement measurement hole (3) and triaxiality instrument connection (6); Described often group in instrument connection includes four shootings and cement bond logging prospect hole (2), described four shootings are positioned in same vertical plane with cement bond logging prospect hole (2), and four shootings are all vertical with gallery (1) with cement bond logging prospect hole (2), two shootings of arranging towards main building (5) are respectively 15 ° and 45 ° with cement bond logging prospect hole (2) and the angle of gallery (1) surface level; Two shootings of arranging towards transformer chamber (4) are respectively 20 ° and 50 ° with cement bond logging prospect hole (2) and the angle of gallery (1) surface level; Described often group in instrument connection includes multiple distribution type fiber-optic displacement measurement hole (3) and multiple triaxiality instrument connection (6), the distribution type fiber-optic displacement measurement hole (3) of described same group and triaxiality instrument connection (6) are positioned on same vertical, and described distribution type fiber-optic displacement measurement hole (3) becomes the angle of 70 ~ 80 degree with gallery (1) respectively in the horizontal plane with triaxiality instrument connection (6);
The distance of bottom above main building (5) vault being positioned at shooting and the cement bond logging prospect hole (2) of main building (5) top is 0.4 ~ 0.6m, and the distance being positioned at bottom distance main building (5) abutment wall of shooting inside main building (5) abutment wall and cement bond logging prospect hole (2) is 0.4 ~ 0.6m; The distance of bottom above transformer chamber (4) vault being positioned at shooting and the cement bond logging prospect hole (2) of transformer chamber (4) top is 0.4 ~ 0.6m, and the distance being positioned at bottom distance transformer chamber (4) abutment wall of shooting inside transformer chamber (4) abutment wall and cement bond logging prospect hole (2) is 0.4 ~ 0.6m;
The bottom in the distribution type fiber-optic displacement measurement hole (3) and triaxiality instrument connection (6) that are positioned at main building (5) top is 0.4 ~ 0.6m apart from the distance above main building (5) vault, and the distance being positioned at bottom distance main building (5) abutment wall of distribution type fiber-optic displacement measurement hole (3) inside main building (5) abutment wall and triaxiality instrument connection (6) is 0.4 ~ 0.6m; The bottom in the distribution type fiber-optic displacement measurement hole (3) and triaxiality instrument connection (6) that are positioned at transformer chamber (4) top is 0.4 ~ 0.6m apart from the distance above transformer chamber (4) vault, and the distance being positioned at bottom distance transformer chamber (4) abutment wall of distribution type fiber-optic displacement measurement hole (3) inside transformer chamber (4) abutment wall and triaxiality instrument connection (6) is 0.4 ~ 0.6m.
5. High Ground Stress Areas underground power house surrouding rock deformation failure evolvement test structure according to claim 4, it is characterized in that: described distribution type fiber-optic displacement measurement hole (3) and triaxiality instrument connection (6) have multiple, and each distribution type fiber-optic displacement measurement hole (3) and triaxiality instrument connection (6) are and are in tilted layout, be positioned at the distribution type fiber-optic displacement measurement hole (3) at same inclination angle and triaxiality instrument connection (6) for being arranged in parallel, and at a distance of 0.5 ~ 1.5m; Gallery (1) base plate should be not less than 10m from the crown elevation distance of main building (5) or transformer chamber (4).
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