CN203037286U - Surrounding rock deformation rupture evolution testing structure of underground powerhouse at high-field stress area - Google Patents
Surrounding rock deformation rupture evolution testing structure of underground powerhouse at high-field stress area Download PDFInfo
- Publication number
- CN203037286U CN203037286U CN 201220644337 CN201220644337U CN203037286U CN 203037286 U CN203037286 U CN 203037286U CN 201220644337 CN201220644337 CN 201220644337 CN 201220644337 U CN201220644337 U CN 201220644337U CN 203037286 U CN203037286 U CN 203037286U
- Authority
- CN
- China
- Prior art keywords
- hole
- triaxiality
- instrument connection
- distribution type
- type fiber
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Expired - Lifetime
Links
Images
Landscapes
- Geophysics And Detection Of Objects (AREA)
Abstract
Disclosed in the utility model is a surrounding rock deformation rupture evolution testing structure of an underground powerhouse at a high-field stress area. The structure comprises a gallery, a main power house and a main transformer chamber. Shooting and acoustic wave testing holes, distributed fiber displacement testing holes, and three-dimensional stress testing holes are respectively arranged at the gallery in the directions of the main power house and the main transformer chamber; first coupling agents are poured into the shooting and acoustic wave testing holes; second coupling agents are poured into the distributed fiber displacement testing holes and three-dimensional stress testing holes and distributed optical fibers are coaxially arranged in the distributed fiber displacement testing holes; and a plurality of three-dimensional strainometers are uniformly arranged in the three-dimensional stress testing holes from the bottoms to the tops of the three-dimensional stress testing holes. In addition, the structure also includes digital hole drilling shooting instruments and single-hole acoustic wave instruments with single emission and double receiving, wherein the digital hole drilling shooting instruments and single-hole acoustic wave instruments are coaxial with the shooting and acoustic wave testing holes. With utilization of the testing structure, spatial-temporal evolution basic data of elastic waves, fractures, three-dimensional stresses, deformation and the like of rock damage areas during the construction and running periods including the pre-excavation, excavation, and post-excavation periods can be obtained directly and continuously.
Description
Technical field
The utility model relates to the surrouding rock deformation technical field of measurement and test of breaking, and is specifically related to a kind of High Ground Stress Areas underground power house surrouding rock deformation evolution test structure that breaks.
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 surrouding rock stress discharges, rock presents diversified deformation fracture mode.Along with development of human society, existing increasing engineering construction is underground the development in the deep, stress level also has significant improvement, 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 be subjected to the effect of high-ground stress, deformation failure in the rock mass digging 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, influence the normal use of structure, heavy then bring out geology disasters such as rock burst landslide, damage preparation of construction, influence carrying out smoothly of underground engineering construction.
At 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 at underground works, the most key problem is deep understanding rock deformation and failure evolution mechanism, obtain rock catastrophe take place 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 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 can't be described the evolutionary process of breaking, feature and rule that portrayal season cracking that can't be quantitative develops.
The utility model content
The purpose of this utility model is at above-mentioned technical matters, a kind of High Ground Stress Areas underground power house surrouding rock deformation evolution test structure that breaks is provided, this structure can be direct and continuous obtain rock mass construction time and runtime also namely before excavation, in the digging process and the basic data of temporal-spatial evolution such as excavation back rock mass damage zone elastic wave, crack, triaxiality and distortion, thereby provide scientific basis for the supporting design of underground power house surrounding rock of chamber 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 designed High Ground Stress Areas underground power house surrouding rock deformation of the utility model evolution test structure that breaks, it is characterized in that: it comprises gallery, main building and transformer chamber, described gallery is offered 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's direction, perfusion first couplant in described shooting and the cement bond logging prospect hole;
Perfusion second couplant in described distribution type fiber-optic displacement measurement hole and the triaxiality instrument connection, a plurality of three-dimensional strainometers are evenly arranged in 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 toward the top;
It also comprise can with the single hole sonic apparatus of the numeral of shooting and cement bond logging prospect hole coaxial arrangement boring video camera and single-emission and double-receiving.
In the technique scheme, it comprises many group instrument connections, and described every group of instrument connection constitutes by shooting 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 four shootings are all vertical with gallery with the cement bond logging prospect hole, 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.
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;
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.
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 be 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 adopted above technical scheme, good effect of the present utility model and advantage are:
1) owing to 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 basic datas 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 the influence of excavating cavern's stage excavation overall process information earlier and the back being excavated the 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 utility model has adopted distribution type fiber-optic to measure distortion, compare with multipoint displacement meter or slip micrometer, it has distributed, long distance, real-time, characteristics such as precision height and permanance are long, each position that can accomplish underground rock cavern has as people's nervous system carries out perception and remote monitoring ability, and sampled point significantly reduces at interval, 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 utility model 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 surrouding rock deformation destruction 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 utility model 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 characteristic information such as triaxiality and distortion, especially the test of shooting and sound wave of in same gaging hole, successively holing 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 hole separately shooting and sonic test, more is applicable to the distribution in the variation of elastic wave and crack and variation connected to carry out comprehensive decipher.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 surrouding rock deformation destruction and terrestrial stress between relation.
5) the utility model is carried out the test of a plurality of projects in the limited range of design monitoring section, is convenient to test result checking and comparative analysis mutually, has improved surrouding rock deformation the break reliability of test and effective extraction and the decipher of integrated information.
6) the utility model 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 influence construction and the operation of cavern.
Description of drawings
Fig. 1 is plan structure synoptic diagram of the present utility model;
Fig. 2 is the structural representation of facing of the present utility model;
Fig. 3 is the structural representation in the distribution type fiber-optic displacement measurement of the present utility model hole;
Fig. 4 is for arranging the structural representation of numeral boring video camera in shooting of the present utility model and the cement bond logging prospect hole;
Fig. 5 is for arranging the structural representation of the single hole sonic apparatus of single-emission and double-receiving in shooting of the present utility model and the cement bond logging prospect hole;
Fig. 6 is the structural representation in the triaxiality instrument connection of the present utility model;
Wherein, the single hole sonic apparatus of 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, 11-single-emission and double-receiving, 12-water, 13-numeral boring video camera, 14-three-dimensional strainometer, 15-rock mass.
Embodiment
The utility model is described in further detail below in conjunction with drawings and Examples:
High Ground Stress Areas underground power house surrouding rock deformation shown in Fig. 1 ~ 6 evolution method of testing of breaking, this 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's 4 directions in zone, High Ground Stress Areas underground power house cavern;
Step 2: perfusion first couplant in shooting and cement bond logging prospect hole 2, coaxial arrangement numeral boring video camera 13 in the shooting of having poured into first couplant and cement bond logging prospect hole 2 then, 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 numeral boring video camera 13, this image is carried out obtaining after the digitized processing occurrence in rock mass 10 cracks, width, take out numeral boring video camera 13 then, and to the single hole sonic apparatus 11 of shooting with cement bond logging prospect hole 2 interior coaxial arrangement single-emission and double-receivings, single hole sonic apparatus 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 main building 5 and 4 construction times of transformer chamber and construct the interior test data of longer a period of time afterwards that finishes, per three days of construction time once tested, once test weekly, constructed in 3 months after having constructed in 3 months to 1 year afterwards once tested, constructed 1 year in per 15 days after every month once test, every three months is once tested during the generator operation;
Step 3: when step 2 is carried out, coaxial arrangement distribution type fiber-optic 8 in distribution type fiber-optic displacement measurement hole 3, in distribution type fiber-optic displacement measurement hole 3, pour into second couplant then, in distribution type fiber-optic displacement measurement hole 3, measure the axial rock mass strain 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 boring shootings, sound wave observation are carried out in distribution type fiber-optic displacement measurement hole 3, 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, elder generation is arranged in 3 the insides, distribution type fiber-optic displacement measurement hole with distribution type fiber-optic 8 and forms a loop, and is stretching, is attached to the bottom in distribution type fiber-optic displacement measurement hole 3, set the free end of temperature compensation, pour into second couplant then 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 finish 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 is 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, perfusion second couplant in triaxiality instrument connection 6 is monitored the Changing Pattern of rock mass 10 stress of triaxiality instrument connections 6 in-scopes with each duration by three-dimensional strainometer 14 in triaxiality instrument connection 6 then.At first five three-dimensional strainometers 14 are sent into the position that triaxiality instrument connection 6 is set when three-dimensional strainometer 14 is installed, grouting then, treat that slurries solidify after, 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 finish 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, first couplant is water 12, second couplant is sand-cement slurry 9, in the described step 2, takes out within 15 ~ 30 minutes behind the numeral boring video cameras 13 the single hole sonic apparatus 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.
In the technique scheme, it comprises many group instrument connections, and every group of instrument connection constitutes 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 evolution test structure that breaks, it comprises gallery 1, main building 5 and transformer chamber 4, gallery 1 is offered 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's 4 directions, shooting and cement bond logging prospect hole 2 interior perfusion first couplants;
Perfusion second couplant in described distribution type fiber-optic displacement measurement hole 3 and the triaxiality instrument connection 6, coaxial arrangement distribution type fiber-optic 8 in the distribution type fiber-optic displacement measurement hole 3, a plurality of three-dimensional strainometers 14 are evenly arranged in the bottom from triaxiality instrument connection 6 in the triaxiality instrument connection 6 toward the top; The layout density of a plurality of three-dimensional strainometers 14 in triaxiality instrument connection 6 has little change big.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 single hole sonic apparatus 11 of the numeral of shooting and cement bond logging prospect hole 2 coaxial arrangement boring video camera 13 and single-emission and double-receiving.
In the said structure, it comprises many group instrument connections, and every group of instrument connection constitutes 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 design at above-mentioned inclination angle is conducive to the propelling of testing tool and the effective 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 transformer chamber 4 respectively; 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 main building 5 respectively.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, above-mentioned design is conducive to the complete information of obtaining whole main building 5 and transformer chamber's 4 hole wall country rocks, 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.
The utility model obtains data by triaxiality test, utilizes data processing softwares such as EXCEL, draws the underground chamber triaxiality in time and the figure that develops of layering by stages; Calculate rock mass deformation and fracture aperture according to the distribution type fiber-optic metric data, utilize data processing softwares such as EXCEL, draw distortion and fracture aperture in time and the figure of layering evolution by stages; The result obtains acoustic velocity according to sonic test, utilize data processing softwares such as EXCEL, the figure that the in time and by stages layering of drawing acoustic velocity is developed and acoustic velocity are at the variation diagram of rock mass different depth, also can calculate and obtain different depth rock mass mechanics parameter evolution rule in time according to acoustic velocity over time.
The content that this instructions is not described in detail belongs to this area professional and technical personnel's known prior art.
Claims (4)
1. the High Ground Stress Areas underground power house surrouding rock deformation evolution test structure that breaks, it is characterized in that: it comprises gallery (1), main building (5) and transformer chamber (4), described gallery (1) is offered 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, perfusion first couplant in described shooting and the cement bond logging prospect hole (2);
Perfusion second couplant in described distribution type fiber-optic displacement measurement hole (3) and the triaxiality instrument connection (6), a plurality of three-dimensional strainometers (14) are evenly arranged in 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) toward the top;
It also comprise can with the single hole sonic apparatus (11) of the numeral of shooting and cement bond logging prospect hole (2) coaxial arrangement boring video camera (13) and single-emission and double-receiving.
2. the High Ground Stress Areas underground power house according to claim 1 surrouding rock deformation evolution test structure that breaks, it is characterized in that: it comprises many group instrument connections, and described every group of instrument connection constitutes 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).
3. the High Ground Stress Areas underground power house according to claim 1 surrouding rock deformation evolution test structure that breaks, 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.
4. the High Ground Stress Areas underground power house according to claim 1 surrouding rock deformation evolution test structure that breaks, 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).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 201220644337 CN203037286U (en) | 2012-11-29 | 2012-11-29 | Surrounding rock deformation rupture evolution testing structure of underground powerhouse at high-field stress area |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 201220644337 CN203037286U (en) | 2012-11-29 | 2012-11-29 | Surrounding rock deformation rupture evolution testing structure of underground powerhouse at high-field stress area |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN203037286U true CN203037286U (en) | 2013-07-03 |
Family
ID=48689398
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN 201220644337 Expired - Lifetime CN203037286U (en) | 2012-11-29 | 2012-11-29 | Surrounding rock deformation rupture evolution testing structure of underground powerhouse at high-field stress area |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN203037286U (en) |
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103017822A (en) * | 2012-11-29 | 2013-04-03 | 长江水利委员会长江科学院 | Surrounding rock deformation fracture evolution test method and structure for underground powerhouse in high ground stress region |
| CN106154350A (en) * | 2016-06-16 | 2016-11-23 | 山东大学 | Engineering comprehensive gaging hole System and method for based on shooting in hole with single-hole sound-wave |
| CN109709214A (en) * | 2018-11-14 | 2019-05-03 | 中国石油天然气股份有限公司 | Dynamic crack measuring device in shale in-situ conversion process |
| CN111175108A (en) * | 2020-03-01 | 2020-05-19 | 东北石油大学 | Ultra-low permeability natural core pillar electrode and pressure measuring point arrangement pouring method |
-
2012
- 2012-11-29 CN CN 201220644337 patent/CN203037286U/en not_active Expired - Lifetime
Cited By (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103017822A (en) * | 2012-11-29 | 2013-04-03 | 长江水利委员会长江科学院 | Surrounding rock deformation fracture evolution test method and structure for underground powerhouse in high ground stress region |
| CN103017822B (en) * | 2012-11-29 | 2015-08-12 | 长江水利委员会长江科学院 | High Ground Stress Areas underground power house surrouding rock deformation failure evolvement method of testing and structure |
| CN106154350A (en) * | 2016-06-16 | 2016-11-23 | 山东大学 | Engineering comprehensive gaging hole System and method for based on shooting in hole with single-hole sound-wave |
| CN106154350B (en) * | 2016-06-16 | 2018-01-19 | 山东大学 | Based on shooting in hole and the engineering comprehensive gaging hole System and method for of single-hole sound-wave |
| CN109709214A (en) * | 2018-11-14 | 2019-05-03 | 中国石油天然气股份有限公司 | Dynamic crack measuring device in shale in-situ conversion process |
| CN109709214B (en) * | 2018-11-14 | 2022-05-10 | 中国石油天然气股份有限公司 | Dynamic crack measuring device in shale in-situ conversion process |
| CN111175108A (en) * | 2020-03-01 | 2020-05-19 | 东北石油大学 | Ultra-low permeability natural core pillar electrode and pressure measuring point arrangement pouring method |
| CN111175108B (en) * | 2020-03-01 | 2022-09-02 | 东北石油大学 | Ultra-low permeability natural core pillar electrode and pressure measuring point arrangement pouring method |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN103017822B (en) | High Ground Stress Areas underground power house surrouding rock deformation failure evolvement method of testing and structure | |
| Dai et al. | Deformation forecasting and stability analysis of large-scale underground powerhouse caverns from microseismic monitoring | |
| CN101914912B (en) | In-situ testing method for deep underground engineering during rockburst preparation and evolution process | |
| Xu et al. | Microseismic monitoring and stability evaluation for the large scale underground caverns at the Houziyan hydropower station in Southwest China | |
| CN104390537B (en) | A kind of side slope pre split Blasting Excavation damage control method based on blasting vibration test | |
| CN109653800B (en) | Composite power disaster monitoring and early warning system and method for deep water-rich overburden thick coal seam mining | |
| CN102221332A (en) | Fiber grating multi-point sensing device for unconsolidated strata as well as monitoring system and method | |
| CN104747184A (en) | Measurement-while-drilling method and device for three-dimensional wave velocity imaging of rock mass in front of tunnel face | |
| CN101614022A (en) | Tomography-based method for detecting foundation piles of building by elastics waves | |
| CN202975361U (en) | Advance detection apparatus for unfavorable geology and rock mass mechanical property of deep and long tunnel | |
| CN203037286U (en) | Surrounding rock deformation rupture evolution testing structure of underground powerhouse at high-field stress area | |
| CN101021570A (en) | Non-contact mine ground pressure observing and estimating method | |
| CN103994846B (en) | Stress field of the surrounding rock distribution tester and method | |
| CN112360548B (en) | Roadside concrete filling body full-service period stability monitoring and early-warning system and method | |
| CN114322819B (en) | Fiber grating sensor, strain monitoring method and strain monitoring system for deep roadway surrounding rock | |
| CN101581223B (en) | Method for detecting slip casting effect of tunnel | |
| CN102997886A (en) | Monitoring method for remotely measuring and controlling damage depths of floor strata | |
| CN110987347A (en) | Method for judging stability of surrounding rocks of pumped storage power station factory building under excavation disturbance effect | |
| Ma et al. | Microseismic monitoring, positioning principle, and sensor layout strategy of rock mass engineering | |
| Jinyi et al. | A health monitoring system for inverted arch of salt rock tunnel based on laser level deformation monitor and wFBG | |
| Cheng et al. | Experimental study on the deformation and failure mechanism of overburden rock during coal mining using a comprehensive intelligent sensing method | |
| Zhao et al. | Multi-sensing investigation of crack problems for concrete dams based on detection and monitoring data: a case study | |
| AU2021101678A4 (en) | Method for testing soft rock ground stress in exploration engineering | |
| Zhao et al. | Three‐Dimensional, Real‐Time, and Intelligent Data Acquisition of Large Deformation in Deep Tunnels | |
| CN113431016A (en) | Soft rock large deformation section tunnel shallow-buried underground surface-penetrating building surface monitoring method |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| CX01 | Expiry of patent term | ||
| CX01 | Expiry of patent term |
Granted publication date: 20130703 |