CN103017822A - Surrounding rock deformation fracture evolution test method and structure for underground powerhouse in high ground stress region - Google Patents
Surrounding rock deformation fracture evolution test method and structure for underground powerhouse in high ground stress region Download PDFInfo
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- CN103017822A CN103017822A CN2012104986152A CN201210498615A CN103017822A CN 103017822 A CN103017822 A CN 103017822A CN 2012104986152 A CN2012104986152 A CN 2012104986152A CN 201210498615 A CN201210498615 A CN 201210498615A CN 103017822 A CN103017822 A CN 103017822A
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Abstract
本发明公开了一种高地应力区地下厂房围岩变形破裂演化测试方法及结构，一种高地应力区地下厂房围岩变形破裂演化测试方法，该方法能直接且连续的获取岩体在施工期和运行期也即在开挖前、开挖过程中以及开挖后岩体破损区弹性波、裂隙、三维应力和变形等时空演化的基础数据，从而为地下厂房洞室围岩支护设计和施工方案优化以及围岩长期灾变预报预警决策提供科学依据。
The invention discloses a method and structure for testing the deformation and fracture evolution of the surrounding rock of an underground powerhouse in a high geostress area, and a method for testing the deformation and fracture evolution of the surrounding rock of an underground powerhouse in a high geostress area. The method can directly and continuously obtain the rock mass during the construction period and The operation period is the basic data of temporal and spatial evolution of elastic waves, cracks, three-dimensional stress and deformation in the rock mass damage area before excavation, during excavation, and after excavation, so as to provide support for the design and construction of surrounding rock support for underground powerhouse caverns. Provide a scientific basis for program optimization and long-term disaster forecast and early warning decision-making for surrounding rocks.
Description
Technical field
The present invention relates to the surrouding rock deformation technical field of measurement and test of breaking, 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 the Underground Engineering Excavation process, and especially at the region of high stress or area of stress concentration, because Stress relieving of surrounding rocks, rock presents diversified deformation fracture mode.Development along with human society, existing increasing engineering construction is underground the development in the deep, stress level also has significant improvement, such as deep-lying tunnel, the deep mining in the mine engineering in the diversion tunnel of Hydraulic and Hydro-Power Engineering and underground power house, the traffic engineering, the energy is stocked with the nuke rubbish deep in disposing cavern etc.It is 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 the rock excavation process is violent much more complicated than the superficial part engineering, if speed of application is too fast or supporting is incorrect or other other factors, gently 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.
For the research of region of high stress rock deformation and failure, carried out a large amount of work from aspects such as genesis mechanism, numerical analyses, and obtained some impressive progresses both at home and abroad.On 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.Yet, High Ground Stress Areas rock deformation and failure for 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 the excavation damage zone, crack, stress, distortion with construction speed, with the Changing Pattern of working time, thereby provide reliable theory support for the optimization of stages rock engineering Measure Design.
Existing method of testing only has deformation monitoring, and for region of high stress underground power house cavern, existing method can't be described the failure evolvement process, feature and rule that portrayal season cracking that can't be quantitative develops.
Summary of the invention
The objective 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 be direct and continuous 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 the digging process and behind the excavation, thereby provide scientific basis for Underground Powerhouse design of its support and arrangement and method for construction optimization and the long-term catastrophe forecasting and warning decision-making of country rock.
For realizing this purpose, the High Ground Stress Areas underground power house surrouding rock deformation failure evolvement method of testing that the present invention is designed, the method comprises the steps:
Step 1: offer respectively shooting and cement bond logging prospect hole, distribution type fiber-optic displacement measurement hole and triaxiality instrument connection by gallery to main building and transformer chamber's direction in zone, High Ground Stress Areas underground power house cavern;
Step 2: perfusion the first couplant in shooting and cement bond logging prospect hole, then coaxial arrangement digital borehole camera instrument in the shooting of having poured into the first couplant and cement bond logging prospect hole, in shooting and cement bond logging prospect hole, obtain shooting and cement bond logging prospect hole aperture by the digital borehole camera instrument to shooting and image at the bottom of the cement bond logging prospect hole hole, this image is carried out obtaining after the digitized processing occurrence of rock cranny, width, then take out the digital borehole camera instrument, and in shooting and the cement bond logging prospect hole single-hole sound-wave instrument of coaxial arrangement single-emission and double-receiving, single-hole sound-wave instrument test shooting by single-emission and double-receiving in shooting and cement bond logging prospect hole with at the bottom of the cement bond logging prospect hole hole to the acoustic signals of shooting with the rock mass in cement bond logging prospect hole aperture, and by this acoustic signals, obtain before and after the excavation, the variation of rock mass elastic wave in the digging process;
Step 3: when step 2 is carried out, coaxial arrangement distribution type fiber-optic in distribution type fiber-optic displacement measurement hole, then in distribution type fiber-optic displacement measurement hole, pour into the second couplant, in distribution type fiber-optic displacement measurement hole, measure the axial strain of rock mass in distribution type fiber-optic displacement measurement hole by distribution type fiber-optic, and calculate rock mass deformation and fracture aperture according to metric data;
Step 4: when step 2 and 3 is carried out, in the triaxiality instrument connection from triaxiality instrument connection bottom toward top a plurality of three-dimensional strainometers that evenly are arranged side by side, then perfusion the second couplant in the triaxiality instrument connection is monitored the Changing Pattern of the rock mass stress of triaxiality instrument connection in-scope with each duration by the three-dimensional strainometer in the triaxiality instrument connection.
Described the first couplant is water, and the second couplant is sand-cement slurry, in the described step 2, takes out within 15 ~ 30 minutes behind the digital borehole camera instrument single-hole sound-wave instrument that single-emission and double-receiving is set in this shooting and the cement bond logging prospect hole in shooting and the cement bond logging prospect hole.
In the such scheme, it comprises many group instrument connections, and described every group of instrument connection consists of by the shooting in the step 1 and cement bond logging prospect hole, distribution type fiber-optic displacement measurement hole and triaxiality instrument connection.
Include four shootings and cement bond logging prospect hole in described every group of instrument connection, described four shootings and cement bond logging prospect hole are positioned on the same vertical plane, and two shootings of arranging towards main building and the angle of cement bond logging prospect hole and gallery surface level are respectively 15 ° and 45 °; Two shootings of arranging towards transformer chamber and the angle of cement bond logging prospect hole and gallery surface level are respectively 20 ° and 50 °.
Include a plurality of distribution type fiber-optic displacement measurement holes and triaxiality instrument connection in described every group of instrument connection, described same group distribution type fiber-optic displacement measurement hole and triaxiality instrument connection are positioned on same vertical, and described distribution type fiber-optic displacement measurement hole becomes 70 ~ 80 angles of spending with gallery at surface level respectively with the triaxiality instrument connection.
In the technique scheme, the shooting that is positioned at main building top is 0.4 ~ 0.6m with the bottom of cement bond logging prospect hole apart from the distance above the main building vault, and the bottom that is positioned at the shooting of main building abutment wall inboard and cement bond logging prospect hole is 0.4 ~ 0.6m apart from the distance of main building abutment wall; The shooting that is positioned at transformer chamber top is 0.4 ~ 0.6m with the bottom of cement bond logging prospect hole apart from the distance above transformer chamber's vault, and the bottom that is positioned at the shooting of transformer chamber abutment wall inboard and cement bond logging prospect hole is 0.4 ~ 0.6m apart from the distance of transformer chamber's abutment wall.
In the technique scheme, the bottom that is positioned at the distribution type fiber-optic displacement measurement hole of main building top and triaxiality instrument connection is 0.4 ~ 0.6m apart from the distance of main building vault top, and the bottom that is positioned at the distribution type fiber-optic displacement measurement hole of main building abutment wall inboard and triaxiality instrument connection is 0.4 ~ 0.6m apart from the distance of main building abutment wall; The bottom that is positioned at the distribution type fiber-optic displacement measurement hole of transformer chamber top and triaxiality instrument connection is 0.4 ~ 0.6m apart from the distance of transformer chamber vault top, and the bottom that is positioned at the distribution type fiber-optic displacement measurement hole of transformer chamber abutment wall inboard 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 is offered respectively shooting and cement bond logging prospect hole, distribution type fiber-optic displacement measurement hole and triaxiality instrument connection to main building and transformer chamber's direction, perfusion the first couplant in described shooting and the cement bond logging prospect hole;
Perfusion the second couplant in described distribution type fiber-optic displacement measurement hole and the triaxiality instrument connection, bottom from the triaxiality instrument connection in the coaxial arrangement distribution type fiber-optic in the distribution type fiber-optic displacement measurement hole, triaxiality instrument connection is evenly arranged a plurality of three-dimensional strainometers toward the top;
It also comprise can with the digital borehole camera instrument of shooting and cement bond logging prospect hole coaxial arrangement and the single-hole sound-wave instrument of single-emission and double-receiving.
Described distribution type fiber-optic displacement measurement hole and triaxiality instrument connection have a plurality of, 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, the gallery base plate should be not less than 10m from the crown elevation distance of main building or transformer chamber.
Owing to having adopted above technical scheme, good effect of the present invention and advantage are:
1) owing to having preset the long observation port that is used for monitoring and pre-buried testing tool from gallery to underground power house, thus can be directly, real-time and follow-on test acquisition underground power house is in space-time foundation data such as the information that initially breeds of construction time and run duration surrouding rock stress, deformation fracture and long term evolution; If successively excavate two caverns, then can monitor and excavate first cavern's stage excavation overall process information and on the impact of rear excavation cavern; If excavation then can be monitored both influencing each other simultaneously; Can carry out forecasting and warning to construction time and runtime surrounding rock of chamber according to the decipher to test result.
2) the present invention has adopted distribution type fiber-optic to measure distortion, compare with multipoint displacement meter or slip micrometer, it has distributed, long distance, real-time, the characteristics such as precision height and permanance are long, each position that can accomplish underground rock cavern has carries out perception and remote monitoring ability as people's nervous system, and the sampled point interval significantly reduces, can reach centimetre-sized, accomplished the continuous data collection on the room and time, and one section free distribution type fiber-optic is set in test can carries out temperature compensation, with the error of avoiding temperature variation that displacement measurement is caused.
3) the present invention has adopted the three-dimensional strainometer to measure initial value and the changing value of factory building stage excavation different times diverse location country rock terrestrial stress, can predict the pattern of failure and deformation of surrounding rocks and the trend of plane of fracture development and change to the monitoring that destruction region, excavation damage zone, excavation disturbance district triaxiality size and direction change, for supporting optimization provides reliable technical support, guarantee that the safety of engineering is carried out smoothly;
4) the present invention has adopted the long-term comprehensive integration measuring technology of original position, appropriate design and layout by above-mentioned observation port and observation instrument, obtain the elastic wave of underground power house monitoring section zone country rock, the crack, the temporal-spatial evolution characteristics of the characteristic information such as triaxiality and distortion, especially in same gaging hole, successively carry out the test of borehole camera and sound wave within a short period of time, can obtain the one-to-one relationship that crackle and elastic wave are going up sometime, this compares at two gaging holes and carries out separately borehole camera and sonic test, more is applicable to the distribution in the variation of elastic wave and crack and variation connected carry out Integrated Interpretation.And the distribution type fiber-optic displacement measurement hole of close proximity and triaxiality instrument connection can combine the distortion of terrestrial stress and country rock, like this can more deep explanation failure and deformation of surrounding rocks and terrestrial stress between relation.
5) the present invention carries out the test of a plurality of projects in the limited range of design monitoring section, is convenient to test result mutually checking and comparative analysis, has improved surrouding rock deformation the break reliability of test and effective extraction and the decipher of integrated information.
6) the present invention is suitable for many caverns construction time and interactional test of runtime, 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.
Description of drawings
Fig. 1 is plan structure schematic diagram of the present invention;
Fig. 2 is the structural representation of facing of the present invention;
Fig. 3 is the structural representation in the distribution type fiber-optic displacement measurement of the present invention hole;
Fig. 4 is the structural representation that the digital borehole camera instrument is set in shooting of the present invention and the cement bond logging prospect hole;
Fig. 5 is the structural representation that the single-hole sound-wave instrument of single-emission and double-receiving is set in shooting of the present invention and the cement bond logging prospect hole;
Fig. 6 is the structural representation in the 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 form 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
The present invention is described in further detail below in conjunction with drawings and Examples:
High Ground Stress Areas underground power house surrouding rock deformation failure evolvement method of testing shown in Fig. 1 ~ 6, the method comprises the steps:
Step 1: offer respectively shooting and cement bond logging prospect hole 2, distribution type fiber-optic displacement measurement hole 3 and triaxiality instrument connection 6 by gallery 1 to main building 5 and transformer chamber's 4 directions in zone, High Ground Stress Areas underground power house cavern;
Step 2: at shooting and cement bond logging prospect hole 2 interior perfusion the first couplants, then at the shooting of having poured into the first couplant and cement bond logging prospect hole 2 interior coaxial arrangement digital borehole camera instrument 13, in shooting and cement bond logging prospect hole 2, obtain shooting and image at the bottom of cement bond logging prospect hole 2 apertures to shooting and cement bond logging prospect hole 2 holes by digital borehole camera instrument 13, this image is carried out obtaining after the digitized processing occurrence in rock mass 10 cracks, width, then take out digital borehole camera instrument 13, and to the single-hole sound-wave instrument 11 of shooting with cement bond logging prospect hole 2 interior coaxial arrangement single-emission and double-receivings, single-hole sound-wave instrument 11 test shootings by single-emission and double-receiving in shooting and cement bond logging prospect hole 2 with at the bottom of cement bond logging prospect hole 2 holes to the acoustic signals of the rock mass 10 in shooting and cement bond logging prospect hole 2 apertures, and by this acoustic signals, obtain before and after the excavation, the variation of rock mass elastic wave in the digging process; Pass through to survey read apparatus in this step, collect the test data in complete afterwards longer a period of time of main building 5 and 4 construction times of transformer chamber and construction, per three days of construction time once tested, once tested, constructed 1 year in per 15 days in 3 months to 1 year after once testing weekly, constructed in 3 months after having constructed after every month once test, every three months is once tested during the generator operation;
Step 3: when step 2 is carried out, the 3 interior coaxial arrangement distribution type fiber-optics 8 in distribution type fiber-optic displacement measurement hole, then 3 interior perfusion the second couplants in distribution type fiber-optic displacement measurement hole, 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 apertures according to metric data; Before distribution type fiber-optic 8 is installed in distribution type fiber-optic displacement measurement hole 3 three borehole cameras, sound waves being carried out in distribution type fiber-optic displacement measurement hole 3 observes, to understand the distribution situation of distribution type fiber-optic displacement measurement hole 3 inner joint fissures, in order 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 3 the insides, distribution type fiber-optic displacement measurement hole 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 itself and rock 10 are coupled; In this step by estimating device, test data after long-term continuous acquisition main building 5 and transformer chamber's 4 construction time stage excavation and construction are complete in longer a period of time, every day construction time 4:00,10:00,16:00,22:00 transmission automatic monitoring data once, construction is finished 10:00 interior every day of later six months, 22:00 transmission automatic monitoring data once, construction is finished and was transmitted automatic monitoring data once per two days afterwards half a year, and the time is 10:00.
Step 4: when step 2 and 3 is carried out, in triaxiality instrument connection 6 from triaxiality instrument connection 6 bottoms toward top a plurality of three-dimensional strainometers 14 that evenly are arranged side by side, then at triaxiality instrument connection 6 interior perfusion the second couplants, in triaxiality instrument connection 6, monitor the Changing Pattern of rock mass 10 stress of triaxiality instrument connections 6 in-scopes with each duration by three-dimensional strainometer 14.When installing, three-dimensional strainometer 14 at first five three-dimensional strainometers 14 are sent into the position that triaxiality instrument connection 6 is set, then grouting, and after slurries solidified, the strain of point position can be measured and be spread out of by sensor and data line by the three-dimensional strainometer.The product of the dependent variable of measuring and solid cement mortar deformation modulus can reflect the terrestrial stress of point position along the variable quantity of all directions, and then calculates the test point triaxiality.By estimating device, test data after long-term continuous acquisition main building 5 and transformer chamber's 4 construction time stage excavation and construction are complete in longer a period of time, every day construction time 4:00,10:00,16:00,22:00 transmission automatic monitoring data once, construction is finished 10:00 interior every day of later six months, 22:00 transmission automatic monitoring data once, construction does not have two days transmission automatic monitoring data once after finishing half a year, and the time is 10:00.
In the technique scheme, the first couplant is water 12, the second couplant is sand-cement slurry 9, in the described step 2, from the shooting with cement bond logging prospect hole 2 interior taking-up digital borehole camera instrument 13 after 15 ~ 30 minutes within to this shooting and the cement bond logging prospect hole 2 interior single-hole sound-wave instrument 11 that single-emission and double-receiving is set.
In the technique scheme, it comprises many group instrument connections, and every group of instrument connection consists of by the shooting in the step 1 and cement bond logging prospect hole 2, distribution type fiber-optic displacement measurement hole 3 and triaxiality instrument connection 6.
In the technique scheme, include four shootings and cement bond logging prospect hole 2 in described every group of instrument connection, described four shootings and cement bond logging prospect hole 2 are positioned on the same vertical plane, and two shootings of arranging towards main building 5 are respectively 15 ° and 45 ° with the angle of cement bond logging prospect hole 2 and gallery 1 surface level; Two shootings of arranging towards transformer chamber 4 are respectively 20 ° and 50 ° with the angle of cement bond logging prospect hole 2 and gallery 1 surface level.
In the technique scheme, include a plurality of distribution type fiber-optic displacement measurements hole 3 and triaxiality instrument connection 6 in described every group of instrument connection, same group distribution type fiber-optic displacement measurement hole 3 and triaxiality instrument connection 6 are positioned on same vertical, and distribution type fiber-optic displacement measurement hole 3 becomes 70 ~ 80 angles of spending with gallery 1 at surface level respectively with triaxiality instrument connection 6.
In the technique scheme, the bottom that is positioned at the shooting of main building 5 tops and cement bond logging prospect hole 2 is 0.4 ~ 0.6m apart from the distance of main building 5 vaults top, and the bottom that is positioned at the shooting of main building 5 abutment wall inboards and cement bond logging prospect hole 2 is 0.4 ~ 0.6m apart from the distance of main building 5 abutment walls; The bottom that is positioned at the shooting of transformer chamber 4 tops and cement bond logging prospect hole 2 is 0.4 ~ 0.6m apart from the distance of transformer chamber 4 vaults top, and the bottom that is positioned at the shooting of transformer chamber 4 abutment wall inboards and cement bond logging prospect hole 2 is 0.4 ~ 0.6m apart from the distance of transformer chamber's 4 abutment walls;
In the technique scheme, the bottom that is positioned at the distribution type fiber-optic displacement measurement hole 3 of main building 5 tops and triaxiality instrument connection 6 is 0.4 ~ 0.6m apart from the distance of main building 5 vaults top, and the bottom that is positioned at the distribution type fiber-optic displacement measurement hole 3 of main building 5 abutment wall inboards and triaxiality instrument connection 6 is 0.4 ~ 0.6m apart from the distance of main building 5 abutment walls; The bottom that is positioned at the distribution type fiber-optic displacement measurement hole 3 of transformer chamber 4 tops and triaxiality instrument connection 6 is 0.4 ~ 0.6m apart from the distance of transformer chamber 4 vaults top, and the bottom that is positioned at the distribution type fiber-optic displacement measurement hole 3 of transformer chamber 4 abutment wall inboards and triaxiality instrument connection 6 is 0.4 ~ 0.6m apart from the distance of transformer chamber's 4 abutment walls.
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 is offered respectively shooting and cement bond logging prospect hole 2, distribution type fiber-optic displacement measurement hole 3 and triaxiality instrument connection 6, shooting and cement bond logging prospect hole 2 interior perfusion the first couplants to main building 5 and transformer chamber's 4 directions;
Described distribution type fiber-optic displacement measurement hole 3 and triaxiality instrument connection 6 interior perfusion the second couplants, distribution type fiber-optic displacement measurement hole 3 interior coaxial arrangement distribution type fiber-optics 8, the bottom from triaxiality instrument connection 6 in the triaxiality instrument connection 6 is evenly arranged a plurality of three-dimensional strainometers 14 toward the top; The layout density of a plurality of three-dimensional strainometers 14 in triaxiality instrument connection 6 has little change large.Be specially the three-dimensional strainometer 14 of triaxiality instrument connection 6 lowermost ends apart from the abutment wall 0.5m of main building 5 or transformer chamber 4, up be followed successively by from main building 5 or the 4 abutment wall 3m of transformer chamber, 6m, 13m and 20m.
It also comprise can with the digital borehole camera instrument 13 of shooting and cement bond logging prospect hole 2 coaxial arrangement and the single-hole sound-wave instrument 11 of single-emission and double-receiving.
In the said structure, it comprises many group instrument connections, and every group of instrument connection consists of by shooting and cement bond logging prospect hole 2, distribution type fiber-optic displacement measurement hole 3 and triaxiality instrument connection 6; Include four shootings and cement bond logging prospect hole 2 in described every group of instrument connection, four shootings and cement bond logging prospect hole 2 are positioned on the same vertical plane, and four shootings are all vertical with gallery 1 with cement bond logging prospect hole 2, and two shootings of arranging towards main building 5 are respectively 15 ° and 45 ° with the angle of cement bond logging prospect hole 2 and gallery 1 surface level; Two shootings of arranging towards transformer chamber 4 are respectively 20 ° and 50 ° with the angle of cement bond logging prospect hole 2 and gallery 1 surface level; The propelling that being designed with of above-mentioned inclination angle is beneficial to testing tool and the efficient coupling between test probe and the rock mass 10; Include a plurality of distribution type fiber-optic displacement measurements hole 3 and triaxiality instrument connection 6 in every group of instrument connection, same group distribution type fiber-optic displacement measurement hole 3 and triaxiality instrument connection 6 are positioned on same vertical, distribution type fiber-optic displacement measurement hole 3 becomes 70 ~ 80 angles of spending with gallery 1 at surface level respectively with triaxiality instrument connection 6, preferably, described a plurality of distribution type fiber-optic displacement measurements hole 3 and triaxiality instrument connection 6 are respectively 12 °, 24 °, 36 °, 48 ° and 60 ° with the angle of transformer chamber 4; A plurality of distribution type fiber-optic displacement measurements hole 3 and triaxiality instrument connection 6 are respectively 20 °, 35 °, 55 ° and 70 ° with the angle of main building 5.Lead to five distribution type fiber-optic displacement measurement holes 3 of transformer chamber 4 and crown, spandrel, abut, abutment wall top and abutment wall middle part that triaxiality instrument connection 6 is monitored respectively transformer chamber 4; Lead to 4 distribution type fiber-optic displacement measurement holes 3 of main building 5 and crown, spandrel, abut and the abutment wall that triaxiality instrument connection 6 is monitored respectively main building 5.Above-mentioned each monitoring section should be arranged in the dike zone between the bus tunnel.
In the said structure, being positioned at the shooting of main building 5 tops and the bottom of cement bond logging prospect hole 2 is 0.4 ~ 0.6m apart from the distance above main building 5 vaults, be preferably 0.5m, the bottom that is positioned at the shooting of main building 5 abutment wall inboards and cement bond logging prospect hole 2 is 0.4 ~ 0.6m apart from the distance of main building 5 abutment walls, is preferably 0.5m; Being positioned at the shooting of transformer chamber 4 tops and the bottom of cement bond logging prospect hole 2 is 0.4 ~ 0.6m apart from the distance above transformer chamber's 4 vaults, be preferably 0.5m, the bottom that is positioned at the shooting of transformer chamber 4 abutment wall inboards and cement bond logging prospect hole 2 is 0.4 ~ 0.6m apart from the distance of transformer chamber's 4 abutment walls, be preferably 0.5m, the above-mentioned complete information of obtaining whole main building 5 and transformer chamber's 4 hole wall country rocks that is beneficial to that is designed with, simultaneously, avoid in the work progress being corrupted to instrument connection and proper testing in order to guarantee apart from main building 5 abutment walls and the 4 abutment wall 0.5m of transformer chamber;
The bottom that is positioned at the distribution type fiber-optic displacement measurement hole 3 of main building 5 tops and triaxiality instrument connection 6 is 0.4 ~ 0.6m apart from the distance of main building 5 vaults top, and the bottom that is positioned at the distribution type fiber-optic displacement measurement hole 3 of main building 5 abutment wall inboards and triaxiality instrument connection 6 is 0.4 ~ 0.6m apart from the distance of main building 5 abutment walls; The bottom that is positioned at the distribution type fiber-optic displacement measurement hole 3 of transformer chamber 4 tops and triaxiality instrument connection 6 is 0.4 ~ 0.6m apart from the distance of transformer chamber 4 vaults top, and the bottom that is positioned at the distribution type fiber-optic displacement measurement hole 3 of transformer chamber 4 abutment wall inboards and triaxiality instrument connection 6 is 0.4 ~ 0.6m apart from the distance of transformer chamber's 4 abutment walls.
In the said structure, distribution type fiber-optic displacement measurement hole 3 and triaxiality instrument connection 6 have a plurality of, 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 such as Fig. 7 and Fig. 8.Fig. 7 is underground power house typical borehole panoramic picture and sonic test curve comparison, and contrast has shown that there is the place in crack in the boring of Sonic wave sending significant change; Fig. 8 is underground power house typical borehole panoramic picture rock pillar crack form and the distribution that obtains by data video camera, crack occurrence and width have intuitively been shown, according to the variation of different time sections with test pattern and the sound wave at position, can further obtain generation and the development and evolution feature in crack.
The present invention obtains data by triaxiality test, utilizes the data processing softwares such as EXCEL, draws the underground chamber triaxiality in time and the figure of Layer evolution by stages; Calculate rock mass deformation and fracture aperture according to the distribution type fiber-optic metric data, utilize the data processing softwares such as EXCEL, draw distortion and fracture aperture in time and the figure of Layer evolution by stages; The result obtains acoustic velocity according to sonic test, 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 can according to acoustic velocity over time, 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 this area professional and technical personnel.
Claims (10)
1. High Ground Stress Areas underground power house surrouding rock deformation failure evolvement method of testing, the method comprises the steps:
Step 1: offer respectively shooting and cement bond logging prospect hole (2), distribution type fiber-optic displacement measurement hole (3) and triaxiality instrument connection (6) by gallery (1) to main building (5) and transformer chamber (4) direction in zone, High Ground Stress Areas underground power house cavern;
Step 2: perfusion the first couplant in shooting and cement bond logging prospect hole (2), then coaxial arrangement digital borehole camera instrument (13) in the shooting of having poured into the first couplant and cement bond logging prospect hole (2), in shooting and cement bond logging prospect hole (2), obtain by digital borehole camera instrument (13) shooting and cement bond logging prospect hole (2) aperture to make a video recording and cement bond logging prospect hole (2) hole at the bottom of image, this image is carried out obtaining after the digitized processing occurrence in rock mass (10) crack, width, then take out digital borehole camera instrument (13), and to the single-hole sound-wave instrument (11) of shooting with the interior coaxial arrangement single-emission and double-receiving of cement bond logging prospect hole (2), single-hole sound-wave instrument (11) test shooting by single-emission and double-receiving in shooting and cement bond logging prospect hole (2) with at the bottom of cement bond logging prospect hole (2) hole to the acoustic signals of the rock mass (10) in shooting and cement bond logging prospect hole (2) aperture, and by this acoustic signals, obtain before and after the excavation, the variation of rock mass elastic wave in the digging process;
Step 3: when step 2 is carried out, coaxial arrangement distribution type fiber-optic (8) in distribution type fiber-optic displacement measurement hole (3), then in distribution type fiber-optic displacement measurement hole (3), pour into the second couplant, 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: when step 2 and 3 is carried out, in triaxiality instrument connection (6) from triaxiality instrument connection (6) bottom toward the top a plurality of three-dimensional strainometers (14) that evenly are arranged side by side, then perfusion the second couplant in triaxiality instrument connection (6) is monitored the Changing Pattern of rock mass (10) stress of triaxiality instrument connection (6) in-scope with each duration by three-dimensional strainometer (14) in 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 the first couplant is water (12), the second couplant is sand-cement slurry (9), in the described step 2, take out within 15 ~ 30 minutes behind the digital borehole camera instrument (13) the single-hole sound-wave instrument (11) that single-emission and double-receiving is set in this shooting and the cement bond logging prospect hole (2) in shooting and the cement bond logging prospect hole (2).
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: it comprises many group instrument connections, and described every group of instrument connection consists of by the shooting in the step 1 and cement bond logging prospect hole (2), distribution type fiber-optic displacement measurement hole (3) and triaxiality instrument connection (6).
4. High Ground Stress Areas underground power house surrouding rock deformation failure evolvement method of testing according to claim 3, it is characterized in that: include four shootings and cement bond logging prospect hole (2) in described every group of instrument connection, described four shootings and cement bond logging prospect hole (2) are positioned on the same vertical plane, and two shootings of arranging towards main building (5) are respectively 15 ° and 45 ° with the angle of cement bond logging prospect hole (2) and gallery (1) surface level; Two shootings of arranging towards transformer chamber (4) are respectively 20 ° and 50 ° with the angle of cement bond logging prospect hole (2) and gallery (1) surface level.
5. High Ground Stress Areas underground power house surrouding rock deformation failure evolvement method of testing according to claim 3, it is characterized in that: include a plurality of distribution type fiber-optic displacement measurements holes (3) and triaxiality instrument connection (6) in described every group of instrument connection, described same group distribution type fiber-optic displacement measurement hole (3) and triaxiality instrument connection (6) are positioned on same vertical, and described distribution type fiber-optic displacement measurement hole (3) becomes 70 ~ 80 angles of spending with gallery (1) at surface level respectively with triaxiality instrument connection (6).
6. 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 shooting that is positioned at main building (5) top is 0.4 ~ 0.6m with the bottom of cement bond logging prospect hole (2) apart from the distance above main building (5) vault, and the bottom that is positioned at the shooting of main building (5) abutment wall inboard and cement bond logging prospect hole (2) is 0.4 ~ 0.6m apart from the distance of main building (5) abutment wall; The shooting that is positioned at transformer chamber (4) top is 0.4 ~ 0.6m with the bottom of cement bond logging prospect hole (2) apart from the distance above transformer chamber (4) vault, and the bottom that is positioned at the shooting of transformer chamber (4) abutment wall inboard and cement bond logging prospect hole (2) is 0.4 ~ 0.6m apart from the distance of transformer chamber (4) abutment wall;
Be positioned at the distribution type fiber-optic displacement measurement hole (3) of main building (5) top and the bottom of triaxiality instrument connection (6) and be 0.4 ~ 0.6m apart from the distance above main building (5) vault, the bottom that is positioned at the distribution type fiber-optic displacement measurement hole (3) of main building (5) abutment wall inboard and triaxiality instrument connection (6) is 0.4 ~ 0.6m apart from the distance of main building (5) abutment wall; Being positioned at the distribution type fiber-optic displacement measurement hole (3) of transformer chamber (4) top and the bottom of triaxiality instrument connection (6) is 0.4 ~ 0.6m apart from the distance above transformer chamber (4) vault, and the bottom that is positioned at the distribution type fiber-optic displacement measurement hole (3) of transformer chamber (4) abutment wall inboard and triaxiality instrument connection (6) is 0.4 ~ 0.6m apart from the distance of transformer chamber (4) abutment wall.
7. High Ground Stress Areas underground power house surrouding rock deformation failure evolvement test structure, it is characterized in that: it comprises gallery (1), main building (5) and transformer chamber (4), described gallery (1) is offered respectively shooting and cement bond logging prospect hole (2), distribution type fiber-optic displacement measurement hole (3) and triaxiality instrument connection (6) to main building (5) and transformer chamber (4) direction, perfusion the first couplant in described shooting and the cement bond logging prospect hole (2);
Perfusion the second couplant in described distribution type fiber-optic displacement measurement hole (3) and the triaxiality instrument connection (6), bottom from triaxiality instrument connection (6) in the interior coaxial arrangement distribution type fiber-optic in distribution type fiber-optic displacement measurement hole (3) (8), triaxiality instrument connection (6) is evenly arranged a plurality of three-dimensional strainometers (14) toward the top;
It also comprise can with the digital borehole camera instrument (13) of shooting and cement bond logging prospect hole (2) coaxial arrangement and the single-hole sound-wave instrument (11) of single-emission and double-receiving.
8. High Ground Stress Areas underground power house surrouding rock deformation failure evolvement test structure according to claim 7, it is characterized in that: it comprises many group instrument connections, and described every group of instrument connection consists of by shooting and cement bond logging prospect hole (2), distribution type fiber-optic displacement measurement hole (3) and triaxiality instrument connection (6); Include four shootings and cement bond logging prospect hole (2) in described every group of instrument connection, described four shootings and cement bond logging prospect hole (2) are positioned on the same vertical plane, and four shootings are all vertical with gallery (1) with cement bond logging prospect hole (2), and two shootings of arranging towards main building (5) are respectively 15 ° and 45 ° with the angle of cement bond logging prospect hole (2) and gallery (1) surface level; Two shootings of arranging towards transformer chamber (4) are respectively 20 ° and 50 ° with the angle of cement bond logging prospect hole (2) and gallery (1) surface level; Include a plurality of distribution type fiber-optic displacement measurements holes (3) and triaxiality instrument connection (6) in described every group of instrument connection, described same group distribution type fiber-optic displacement measurement hole (3) and triaxiality instrument connection (6) are positioned on same vertical, and described distribution type fiber-optic displacement measurement hole (3) becomes 70 ~ 80 angles of spending with gallery (1) at surface level respectively with triaxiality instrument connection (6).
9. High Ground Stress Areas underground power house surrouding rock deformation failure evolvement test structure according to claim 7, it is characterized in that: the shooting that is positioned at main building (5) top is 0.4 ~ 0.6m with the bottom of cement bond logging prospect hole (2) apart from the distance above main building (5) vault, and the bottom that is positioned at the shooting of main building (5) abutment wall inboard and cement bond logging prospect hole (2) is 0.4 ~ 0.6m apart from the distance of main building (5) abutment wall; The shooting that is positioned at transformer chamber (4) top is 0.4 ~ 0.6m with the bottom of cement bond logging prospect hole (2) apart from the distance above transformer chamber (4) vault, and the bottom that is positioned at the shooting of transformer chamber (4) abutment wall inboard and cement bond logging prospect hole (2) is 0.4 ~ 0.6m apart from the distance of transformer chamber (4) abutment wall;
Be positioned at the distribution type fiber-optic displacement measurement hole (3) of main building (5) top and the bottom of triaxiality instrument connection (6) and be 0.4 ~ 0.6m apart from the distance above main building (5) vault, the bottom that is positioned at the distribution type fiber-optic displacement measurement hole (3) of main building (5) abutment wall inboard and triaxiality instrument connection (6) is 0.4 ~ 0.6m apart from the distance of main building (5) abutment wall; Being positioned at the distribution type fiber-optic displacement measurement hole (3) of transformer chamber (4) top and the bottom of triaxiality instrument connection (6) is 0.4 ~ 0.6m apart from the distance above transformer chamber (4) vault, and the bottom that is positioned at the distribution type fiber-optic displacement measurement hole (3) of transformer chamber (4) abutment wall inboard and triaxiality instrument connection (6) is 0.4 ~ 0.6m apart from the distance of transformer chamber (4) abutment wall.
10. High Ground Stress Areas underground power house surrouding rock deformation failure evolvement test structure according to claim 7, it is characterized in that: described distribution type fiber-optic displacement measurement hole (3) and triaxiality instrument connection (6) have a plurality of, 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 described same inclination angle and triaxiality instrument connection (6) be 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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