AU2013101531A4 - Deep softrock geostress test method and device based on flow stress recovery principle - Google Patents
Deep softrock geostress test method and device based on flow stress recovery principle Download PDFInfo
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- AU2013101531A4 AU2013101531A4 AU2013101531A AU2013101531A AU2013101531A4 AU 2013101531 A4 AU2013101531 A4 AU 2013101531A4 AU 2013101531 A AU2013101531 A AU 2013101531A AU 2013101531 A AU2013101531 A AU 2013101531A AU 2013101531 A4 AU2013101531 A4 AU 2013101531A4
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- 238000011084 recovery Methods 0.000 title 1
- 238000010998 test method Methods 0.000 title 1
- 239000011435 rock Substances 0.000 claims abstract description 47
- 238000012360 testing method Methods 0.000 claims abstract description 36
- 238000000034 method Methods 0.000 claims abstract description 30
- 238000005553 drilling Methods 0.000 claims abstract description 24
- 238000009662 stress testing Methods 0.000 claims abstract description 22
- 239000011440 grout Substances 0.000 claims abstract description 8
- 229910000831 Steel Inorganic materials 0.000 claims description 20
- 239000010959 steel Substances 0.000 claims description 20
- 239000012528 membrane Substances 0.000 claims description 9
- 239000000463 material Substances 0.000 claims description 3
- 239000004570 mortar (masonry) Substances 0.000 claims description 3
- 239000003245 coal Substances 0.000 abstract description 7
- 238000011160 research Methods 0.000 abstract description 3
- 238000007789 sealing Methods 0.000 abstract description 2
- 238000005259 measurement Methods 0.000 description 5
- 239000002689 soil Substances 0.000 description 4
- 238000011065 in-situ storage Methods 0.000 description 2
- 239000007788 liquid Substances 0.000 description 2
- 230000007774 longterm Effects 0.000 description 2
- 239000004568 cement Substances 0.000 description 1
- 230000006835 compression Effects 0.000 description 1
- 238000007906 compression Methods 0.000 description 1
- 238000012669 compression test Methods 0.000 description 1
- 230000006837 decompression Effects 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 238000012423 maintenance Methods 0.000 description 1
- 238000012544 monitoring process Methods 0.000 description 1
- 238000012546 transfer Methods 0.000 description 1
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 1
Classifications
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21C—MINING OR QUARRYING
- E21C39/00—Devices for testing in situ the hardness or other properties of minerals, e.g. for giving information as to the selection of suitable mining tools
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01L—MEASURING FORCE, STRESS, TORQUE, WORK, MECHANICAL POWER, MECHANICAL EFFICIENCY, OR FLUID PRESSURE
- G01L1/00—Measuring force or stress, in general
- G01L1/10—Measuring force or stress, in general by measuring variations of frequency of stressed vibrating elements, e.g. of stressed strings
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01L—MEASURING FORCE, STRESS, TORQUE, WORK, MECHANICAL POWER, MECHANICAL EFFICIENCY, OR FLUID PRESSURE
- G01L5/00—Apparatus for, or methods of, measuring force, work, mechanical power, or torque, specially adapted for specific purposes
- G01L5/0004—Force transducers adapted for mounting in a bore of the force receiving structure
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01L—MEASURING FORCE, STRESS, TORQUE, WORK, MECHANICAL POWER, MECHANICAL EFFICIENCY, OR FLUID PRESSURE
- G01L5/00—Apparatus for, or methods of, measuring force, work, mechanical power, or torque, specially adapted for specific purposes
- G01L5/16—Apparatus for, or methods of, measuring force, work, mechanical power, or torque, specially adapted for specific purposes for measuring several components of force
- G01L5/161—Apparatus for, or methods of, measuring force, work, mechanical power, or torque, specially adapted for specific purposes for measuring several components of force using variations in ohmic resistance
- G01L5/1627—Apparatus for, or methods of, measuring force, work, mechanical power, or torque, specially adapted for specific purposes for measuring several components of force using variations in ohmic resistance of strain gauges
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- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Physics & Mathematics (AREA)
- General Physics & Mathematics (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Force Measurement Appropriate To Specific Purposes (AREA)
- Investigating Strength Of Materials By Application Of Mechanical Stress (AREA)
- Investigation Of Foundation Soil And Reinforcement Of Foundation Soil By Compacting Or Drainage (AREA)
Abstract
Abstract The invention discloses a method and a device for testing a geo-stress of a deep soft rock. The device comprises a connecting rod; two three-direction pressure boxes are adjacently fixed on the connecting rod; the three-direction pressure box is provided with three vertical working surfaces; a direction cosine of any two working surfaces among the two three-direction pressure boxes is not 1; a device for measuring a normal pressure stress is mounted on each working surface of the two three-direction pressure boxes; and the device is connected with a reading instrument outside a drilling hole through a data wire. The geo-stress testing method comprises the following steps of: sending the two three-direction pressure boxes to a test point after drilling; grouting the drilling hole and sealing the drilling hole after the drilling hole is entirely filled; and after grout is solidified, and substituting six pressure data measured by the two three-direction pressure boxes into a geo-stress testing principle formula after the data is stable, so asto obtain the geo-stress at the test position. With the adoption of the method, a stress value inside surrounding rocks can be directly observed, and observation data can be obtained for a long time. Therefore, the method and device provided by the invention are good for research on the geo-stress of soft rocks in a deep coal mine and the stability of a surrounding rock.
Description
- 1 Method and device for testing geo-stress in deep soft rock based on rheological stress restoration principle Description Technical Field [0001] The invention belongs to the technical field of rock soil measurement, especially to a method suitable for testing a geo-stress of a deep soft rock, as well as an observation device thereof Background Art [0002] Deep surrounding rocks of coal mines tend to be fragmentized and soft, i.e., low in mechanical strength. In the prior art, limitations and measurement errors exist in common methods for testing a geo-stress of the soft surrounding rocks, and effective testing is very difficult. Taking a hydraulic fracturing method, which is widely applied to hydropower and traffic tunnel engineering, as an example, a borehole packer thereof is required to possess excellent water tightness under high hydraulic pressure, wherein completeness of rocks is strictly required, and the hydraulic fracturing method is not suitable for fragmentized soft rocks developed in joint fractures in the deep coal mine. In addition, the hydraulic fracturing method can only determine the maximal principle stress and the minimal principle stress of a plane vertical to a borehole, which is basically a two-dimensional stress testing method, and has difficulty in obtaining a three-dimensional stress state of a test point. [0003] Another is a borehole relief method, in which it is necessary to determine mechanical parameters such as an elastic modulus E and a Poisson's ratio P as well as relationship between a tested physical quantity (strain) and the stress to calculate a stress value. However, the mechanical parameters as the elastic modulus E and the Poisson's ratio p of the soft rocks consisting of lots of fractures are closely related to stress state and size and shape of a rock specimen, wherein the obtained elastic modulus E and Poisson's ratio p may vary for several times due to difference in -2 stress states and sizes of rock specimens. When the borehole relief method is used to test the geo-stress, it is essential to get an integral rock core whose length is at least 30cm, greater than that of a sensor, and acquire the elastic modulus E of the obtained rock core in the stress state that compression of the outer thick wall of a cylinder is uniform. Mostly, short rock cores in the length of 10cm are hard to obtain due to the facts that the soft rocks in deep coal mines are usually argillaceous cements and bear high geo-stress, and current scour and stress decompression occur in the core obtaining process. Thus, the mechanical parameters are hard to obtain via a uniaxial compression test, and the stress relief method is difficult to implement in the soft rocks in the deep coal mines. According to other geo-stress testing methods for the rocks, as an acoustic emission method, not only can geo stress tests for the soft surrounding rocks be unsatisfied, but also in-situ stress cannot be obtained in principle. [0004] The prior art lacks effective testing methods and observation devices for the deep soft surrounding rocks of the coal mines. Existing direct measurement equipment mainly includes a pressure box applied to the soil body, such as a resistance strain pressure-axle type soil pressure box (application No.03212898) disclosed in the Chinese utility model which uses resistance stain gauges laid on a circular elastic film to record compressive deformation of the elastic film to measure pressure in the direction vertical to the film, and an inflatable double-film waterproof pressure box (application No. 201120082368.9) disclosed in the Chinese utility model in which a waterproof sealing ring is arranged between a stress transfer film and a stressed film to realize waterproof performance and stable pressure testing. However, said observation devices and methods can only measure pressure in a single direction instead of effectively testing the geo-stress in a certain point. Summary of the Invention [0005) The invention aims at providing a geo-stress testing method suitable for a soft rock. Via the method, inner stress values of the surrounding rock can be directly -3 measured, and observation data can be obtained for a long time; and thus the method can be used for research on geo-stress distribution and surrounding-rock stability for the deep soft rock of a coal mine. [0006] The method for testing the geo-stress in the deep soft rock based on a rheological stress restoration principle comprises the following steps that: 1) A hole is bored till a test point in a surrounding rock body of a soft rock tunnel; 2) Two three-direction pressure boxes are adjacently fixed on a connecting rod, and sent to the test point; each three-direction pressure box is provided with three working surfaces vertical to each other, and a direction cosine of any two working surfaces among the two three-direction pressure boxes in the normal direction is recorded and is not 1; and a normal pressure stress measuring device is mounted on each working surface of the two three-direction pressure boxes, and connected with a reading instrument outside the drilling hole through a data wire; 3) Grouting is carried out on the drilling hole, and the drilling hole is sealed after being entirely filled; and 4) After grout is solidified, pressure values are continually read from the reading instrument; and six pressure values measured by the two three-direction pressure boxes are substituted into a geo-stress testing principle formula after the values are stable, so as to obtain the geo-stress at the test point. [0007] Evolutional geo-stress data of the test point can be also obtained by implementing measurement for several times in a long term via the method. [0008] The direction cosine of any two working surfaces among the two three direction pressure boxes in the normal direction is not 1 means that normal directions of any two working surfaces among the two three-direction pressure boxes are not coincident or parallel. [0009] The invention also discloses a geo-stress testing device, which comprises the connecting rod and the two three-direction boxes adjacently fixed on the -4 connecting rod, wherein each three-direction pressure box is provided with three vertical working surfaces; the direction cosine of any two working surfaces among the two three-direction pressure boxes is not 1; and the device for measuring the normal pressure stress is mounted on each working face of the two three-direction pressure boxes, and connected with the reading instrument outside the drilling hole through the data wire. [0010] The normal pressure stress measuring device mounted on each working surface of the two three-direction pressure boxes can be any existing equipment in the field of rock soil measurement as provided in the background art, or a common vibrating string structure in the field of measuring instruments. The vibrating string structure comprises a steel elastic membrane positioned at the working surface, two steel columns fixed under the steel elastic membrane, a steel string fixed between the two columns, a coil sleeved on the steel string and a data wire connected with the coil. [0011] The normal pressure stress measuring device can be also a resistance strain structure, which comprises an elastic film positioned at the working surface and resistance strain gauges fixed in a central position under the elastic film, wherein the resistance strain gauges are connected with the reading instrument via a data wire. [0012] The two three-direction pressure boxes adjacently fixed on the connecting rod form a group of three-direction pressure boxes. Practically, multiple groups of three-direction pressure boxes can be connected through the connecting rod to simultaneously measure geo-stresses of multiple test points. [0013] Preferably, the connecting rod is hollow, and the data wire is connected with the reading instrument outside the drilling hole by passing through a cavity of the connecting rod. [0014] The geo-stress testing principle formula is described as: The two three-direction pressure boxes are respectively marked with A, B, a spatial coordinate system oxyz is established by taking normal directions of the -5 working surfaces of the three-direction pressure box A as directions of coordinate axes, and a spatial coordinate system ox y z is established by taking normal directions of the working surfaces of the three-direction pressure box B as directions of coordinate axes, as in Fig. 2. [0015] Normal pressure data measured by the three-direction pressure box A is set as ax , a, , o ; normal pressure data measured by the three-direction pressure box B is set as o, a' o ; 1. l2 %3 respectively represent direction cosines between x , y , z axes and x axis; m, , m 2 , n 3 respectively represent direction cosines between x', y', z axes and y axis; and n, , n2 n 3 respectively represent direction cosines between x y', z axes and z axis. Said given quantities are substituted into the following equations to establish an equation set, and geo-stress states o~,, o,, Uz, T,y, r,, z, ) under the coordinate system oxyz and ( ao ,, - , Y r , r ) under the coordinate system oxyz of the test point are solved and calculated, wherein r.,, T, rz, are shear stress components under the coordinate system oxyz, and r , , r are shear stress components under the coordinate system ox y z o = o-,l + Um2 + uon + 2r,l,m, + 2r m n + 2rn1,, I= + m+o + r I m22r mn2+2rn2i 3' ~ ~ 2 z22 z2 a2 =o- +2 m +2 n +2r ,1m 3 +2r imn 3 +2r ni z 3 3 xy 3 3 yz 3 3 x 313 r =g2-11 2 +umm + -znin 2 + T, +1 2 m,)+ r,(min 2 + m 2 n,) + r7(n2I, +n 2 1 ) r = OV2 3 +am 2 m 3 +-n 2 n 3 +r.,(l 2 m 3 +1 3 m 2 )+rz(m 2 n 3 +m 3 n 2 )+rz(n2l +n 3 1 2 ) r- = o/ 1 +o-,m 3 m 1 + on 3 n +r,( 1 3 m, +1Im 3 )+r+,(mAn, +m n)+, (nl 1 +n,1 3
)
-6 [0016] After the hole is bored in the soft rock, self-deformation of the soft rock tends to enclose the drilling hole under the effect of geo-stress. The three-direction pressure boxes are placed in the drilling hole, the grout is solidified, and inner pressure of the soft rock is transmitted to the working surfaces of the three-direction pressure boxes via the grout, so that inner pressure stress of the soft rock is measured. The grout can be prepared by concrete mortar. [0017] The method and device for testing the geo-stress in deep soft rock based on the rheological stress restoration principle have the advantages that 1) geo-stress value of a certain point in the deep soft rock can be directly tested, which is helpful for research on surrounding-rock stability; 2) the lead is connected with external equipment, so that the tested value can be obtained in real time, which provides convenience for in-situ application; and 3) stress monitoring of surrounding rocks can be carried out for a long term. Brief Description of the Drawing [0018] Fig. 1 shows structure of the soft rock geo-stress testing device. 1, a three-direction pressure box; 2, a three-direction pressure box; 3, a connecting rod; 4, a data wire; 5, a reading instrument [0019] Fig. 2 shows a coordinate system of the soft rock geo-stress testing method. [0020] Fig. 3 shows a vibrating string type pressure testing device of the three direction pressure box. 5, the reading instrument; 6, a steel column; 7, a steel string; 8, a coil; 9, an elastic membrane [0021] Fig. 4 shows a resistance strain type pressure testing device of the three direction pressure box. 5, the reading instrument; 10, an elastic film; 11, a resistance strain gauge Detailed Description [0022] The invention is further described in accordance with the drawings.
-7 [0023] The invention discloses a geo-stress testing device, which comprises a connecting rod (3) and two three-direction boxes (1, 2) adjacently fixed on the connecting rod (3), wherein each three-direction pressure box (1 or 2) is provided with three vertical working surfaces; the direction cosine of any two working surfaces among the two three-direction pressure boxes (1, 2) is not 1; and a normal pressure stress measuring device is mounted on each working surface of the two three direction pressure boxes, and connected with a reading instrument (5) outside the drilling hole through a data wire (4). [0024] A geo-stress testing method for a deep soft rock with application of said geo-stress testing device comprises the following steps that: 1) A hole is bored till a test point in a surrounding rock body of a soft rock tunnel; 2) The two three-direction pressure boxes are sent to the test point; 3) Grouting is carried out on the drilling hole, and the drilling hole is sealed after being entirely filled; and 4) After grout is solidified, pressure values are continually read from the reading instrument; and six pressure values measured by the two three-direction pressure boxes are substituted into a geo-stress testing principle formula after the values are stable, so as to obtain the geo-stress at the test point. [0025] The three-direction pressure box (1) and the three-direction pressure box (2) can be cuboid-shaped, and when each end surface is deformed due to pressure, the pressure applied to the end surface can be measured via the reading instrument (5). Embodiment 1 [0026] The three-direction pressure boxes (1, 2) are cubes, edges thereof are prepared by high-intensity steel materials, and an end surface thereof includes a deformable steel elastic membrane (9). As shown in Fig. 3, two steel columns (6) are fixed under the elastic membrane, i.e., at one inner side of one three-direction pressure boxes (1 or 2), a steel string (7) is fixed between the two columns (6), a coil -8 (8) is sleeved on the steel string (7), and a data wire (4) is connected with the coil (8). Said structure is a common vibrating string structure in the field of measuring instruments. When the elastic membrane (9) bends due to pressure, the columns (6) are driven to move, so that the steel string (7) is extended or shortened, and natural vibration frequency thereof is changed. A reading instrument (5) is a frequency meter, which obtains deformation value of the elastic membrane (9) via the natural vibration frequency of the steel string (7); and a pre-calibrated pressure-frequency data curve is compared to obtain pressure applied to end surface of the three direction pressure box. Embodiment 2 [0027] The three-direction pressure boxes (1, 2) are cubes, edges thereof are prepared by high-intensity steel materials, and an end surface thereof includes a deformable elastic film (10). As shown in Fig. 4, resistance strain gauges (11) are fixed under the elastic film (10) at a central position, i.e., at one inner side of one three-direction pressure boxes (1 or 2), and the resistance strain gauges (11) are connected with a reading instrument (5) via a data wire (4). The resistance strain gauge (11) is commonly known in the field of measuring instruments. When the elastic film (10) bends due to pressure, the resistance strain gauge (11) is extended or shortened, and resistance thereof is changed. The reading instrument (5) is a current meter which obtains deformation value of the elastic film (10) by measuring resistance of the resistance strain gauge (11); and pressure applied to end surface of the three-direction pressure box is obtained via a pre-calibrated data curve. Embodiment 3 [0028] Via the method of the invention, geo-stresses of three test points of the first mine of Pingdingshan are tested. Testing processes include that: a hole is bored as deep as about 10m in a side wall of a main tunnel, a connecting rod fixed with two three-direction pressure boxes are pushed to the bottom of the drilling hole, measuring parts of the three-direction pressure boxes consist of vibrating string type -9 pressure testing structures, and a lead is connected with a frequency meter outside the drilling hole by passing through the inner of the connecting rod. The drilling hole is sealed, and entirely filled with liquid concrete mortar graded as M25. After 24 hours, the injected liquid grout is solidified, and pressure values are read from the frequency meter every other hour; and when the values are stable about 12 hours later, six pressure values measured by the two three-direction pressure boxes are substituted into a geo-stress testing principle formula, and equations are solved, so as to obtain geo-stress states of the test points. Testing results of three test points of each of a -517 cross-hole maintenance tunnel and two tri-horizontal main transportation tunnels are shown in the following table, and a maximal principle stress, an intermediate principle stress and a minimal principle stress are obtained via a geo-stress formula (shear stress is 0). Measured Value (MPa) Mine Test Point Maximal Intermediate Minimal Principle Principle Principle Stress Stress Stress -517 Cross-Hole 1# 31.70 27.50 23.70 Tunnel Tri Horizontal Main 2# 29.81 22.91 21.63 Transporta tion Tunnel Tri Horizontal Main 3# 28.89 24.35 21.89 Transporta tion Tunnel
Claims (6)
1. A geo-stress testing method for a soft rock, which is characterized by comprising the following steps that: 1) A hole is bored till a test point in a surrounding rock body of a soft rock tunnel; 2) Two three-direction pressure boxes are adjacently fixed on a connecting rod, and sent to the test point; each three-direction pressure box is provided with three working surfaces vertical to each other, and a normal direction cosine of any two working surfaces among the two three-direction pressure boxes in the normal direction is recorded and is not 1; and a normal pressure stress measuring device is mounted on each working surface of the two three-direction pressure boxes, and connected with a reading instrument outside the drilling hole through a data wire; 3) Grouting is carried out on the drilling hole, and the drilling hole is sealed after being entirely filled; and 4) After grout is solidified, pressure values are continually read from the reading instrument; and six pressure values measured by the two three-direction pressure boxes are substituted into a geo-stress testing principle formula after the values are stable, so as to obtain the geo-stress at the test point.
2. A geo-stress testing method as claimed in Claim 1, characterized by grouting the drilling hole and using concrete mortar as grouting material.
3. A geo-stress testing device for the soft rock, comprising the connecting rod (3) and the two three-direction boxes (1, 2) adjacently fixed on the connecting rod (3), wherein each three-direction pressure box (1 or 2) is provided with three working surfaces vertical to each other; the direction cosine of any two working surfaces among the two three-direction pressure boxes (1, 2) is not 1; and the device for measuring the normal pressure stress is mounted on each working face of the two - 11 three-direction pressure boxes, and connected with the reading instrument (5) outside the drilling hole through the data wire (4).
4. A geo-stress testing device as claimed in Claim 3, characterized in that the normal pressure stress measuring device mounted on each working face of the two three-direction pressure boxes comprises a steel elastic membrane (9) positioned at the working surface, two steel columns (6) fixed under the steel elastic membrane, a steel string (7) fixed between the two columns, a coil (8) sleeved on the steel string and a data wire (4) connected with the coil (8).
5. A geo-stress testing device as claimed in Claim 3, characterized in that the normal pressure stress measuring device mounted on each working surface of the two three-direction pressure boxes comprises an elastic film (10) positioned at the working surface and resistance strain gauges (11) fixed in the a central position under the elastic film, and the resistance strain gauges (11) are connected with the reading instrument (5) via a data wire (4).
6. A geo-stress testing device as claimed in Claim 3, characterized in that the connecting rod (3) is hollow, and the data wire (4) is connected with the reading instrument (5) outside the drilling hole by passing through a cavity of the connecting rod (3).
Applications Claiming Priority (2)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2012100966446A CN102628716B (en) | 2012-04-05 | 2012-04-05 | Method and device for testing geo-stress in deep soft rock based on flow stress restoration principle |
| CN201210096644.6 | 2012-04-05 |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| AU2013101531A4 true AU2013101531A4 (en) | 2014-01-09 |
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ID=46587016
Family Applications (2)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| AU2013243049A Pending AU2013243049A1 (en) | 2012-04-05 | 2013-05-16 | Deep softrock geostress test method and device based on flow stress recovery principle |
| AU2013101531A Expired AU2013101531A4 (en) | 2012-04-05 | 2013-05-16 | Deep softrock geostress test method and device based on flow stress recovery principle |
Family Applications Before (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| AU2013243049A Pending AU2013243049A1 (en) | 2012-04-05 | 2013-05-16 | Deep softrock geostress test method and device based on flow stress recovery principle |
Country Status (3)
| Country | Link |
|---|---|
| CN (1) | CN102628716B (en) |
| AU (2) | AU2013243049A1 (en) |
| WO (1) | WO2013149599A1 (en) |
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| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102628716B (en) * | 2012-04-05 | 2013-02-13 | 中国科学院武汉岩土力学研究所 | Method and device for testing geo-stress in deep soft rock based on flow stress restoration principle |
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| CN114755714B (en) * | 2022-04-22 | 2023-01-31 | 天津大学 | Dynamic measurement device and measurement method for fluid diffusion field in induced earthquake |
| CN116357347B (en) * | 2023-03-31 | 2024-02-02 | 重庆建工集团股份有限公司 | Control method for large deformation surrounding rock of tunnel high-ground-stress soft rock |
| CN117189092B (en) * | 2023-08-16 | 2024-04-09 | 中国矿业大学 | Soft rock ground stress testing method based on drilling cuttings particle size distribution |
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| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| SU1171676A1 (en) * | 1984-05-14 | 1985-08-07 | Новосибирский государственный университет им.Ленинского комсомола | Device for measuring rock pressure in well |
| DE3424248A1 (en) * | 1984-06-30 | 1986-01-09 | Glötzl, Gesellschaft für Baumeßtechnik mbH, 7512 Rheinstetten | Borehole probe |
| CN86201683U (en) * | 1986-03-29 | 1987-03-25 | 核工业部第七研究所 | Rock stress gauge with high precision |
| CA2062542C (en) * | 1992-03-09 | 1996-01-16 | Harald Kanduth | Method and apparatus for measuring three dimensional stress in rock surrounding a borehole |
| SI20086A (en) * | 1998-10-05 | 2000-04-30 | Inštitut Za Rudarstvo, Geotehnologijo In Okolje | Cell for measurement of three-dimensional stress state within rock |
| CN2755627Y (en) * | 2004-11-30 | 2006-02-01 | 龚壁建 | Telescopic paster head for deep-hole ground stress detector |
| CN201368786Y (en) * | 2009-03-17 | 2009-12-23 | 北京科技大学 | Three-dimensional vibrating wire pressure sensor |
| CN101922985B (en) * | 2010-08-04 | 2012-07-04 | 中国水电顾问集团华东勘测设计研究院 | Measurement method for stress change of rocks during TBM tunneling |
| CN102628716B (en) * | 2012-04-05 | 2013-02-13 | 中国科学院武汉岩土力学研究所 | Method and device for testing geo-stress in deep soft rock based on flow stress restoration principle |
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2012
- 2012-04-05 CN CN2012100966446A patent/CN102628716B/en not_active Expired - Fee Related
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2013
- 2013-05-16 AU AU2013243049A patent/AU2013243049A1/en active Pending
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| CN102628716A (en) | 2012-08-08 |
| CN102628716B (en) | 2013-02-13 |
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