AU2013243049A1 - 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
- Publication number
- AU2013243049A1 AU2013243049A1 AU2013243049A AU2013243049A AU2013243049A1 AU 2013243049 A1 AU2013243049 A1 AU 2013243049A1 AU 2013243049 A AU2013243049 A AU 2013243049A AU 2013243049 A AU2013243049 A AU 2013243049A AU 2013243049 A1 AU2013243049 A1 AU 2013243049A1
- Authority
- AU
- Australia
- Prior art keywords
- stress
- geo
- boxes
- pressure
- connecting rod
- 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.)
- Pending
Links
Classifications
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH 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
Abstract
A deep softrock geostress test method and device. The test device comprises a connecting rod (3), and two three-directional pressure boxes (1, 2) adjacently fixed on the connecting rod (3); the three-directional pressure boxes (1, 2) are provided with three mutually perpendicular working faces, the direction cosine between any two working faces of the two three-directional pressure boxes (1, 2) not equaling to 1; a normal pressure stress test device is installed on each working face of the two three-directional pressure boxes (1, 2); and the device is connected to a readout unit (5) outside a drilled hole via a data wire. The geostress measuring method comprises: drilling a hole and conveying the two three-directional pressure boxes (1, 2) to a test site; grouting the drilled hole and sealing the drilled hole after being fully grouted; and after the slurry is solidified and the data is stable, substituting the six pressure data measured by the two three-directional pressure boxes (1, 2) into a geostress test principle formula, so as to obtain the geostress at the test site. The present method can directly observe the stress value inside a surrounding rock, and can acquire the observation data over an extended period of time, thus facilitating study on the stability of the surrounding rock and the geostress of a softrock in the depth of a coal mine.
Description
Method and device for testing geo-stress in deep soft rock based on rheolocjcal stressresoration principle Description Technical Field The invention belongs to the technical field of rock soil measurement, especially to a method suitable for testing ageo-stress of a deep soft rock, as well as an observation device thereof Backgound Art 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 ageo-stressof 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 atest point. Another is a borehole relief method, in which it is necessary to determine mechanical parameters such as an elastic modulus Eand a Fbisson's ratio ut 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 Fbisson's ratio ut 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 Eand Pbisson's ratio t may vary for several times due to difference in 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 wai 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. 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 Qinese utility model which uses resistance stain gaugeslaid 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 Qinese utility model in which a waterproof sealing ring is arranged between astresstransfer 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 t he geo-st ress in a certain point. Summary of the Invention 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 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. 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 atest point in asurrounding 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 datawire; 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 asto obtain the geo-stress at the test point. Evolutional geo-stress data of the test point can be also obtained by implementing measurement for several times in along term viathe method. 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. The invention also discloses a geo-stress testing device, which comprises the connecting rod and the two three-direction boxes adjacently fixed on the 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. 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 datawire connected with the coil. 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 adatawire. 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. 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. 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 working surfaces of the three-direction pressure box A asdirections 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. Normal pressure data measured by the three-direction pressure box A is set as cr, , , o7, ; normal pressure data measured by the three-direction pressure box B is set as X , - , a; 11 12 , 13 respectively represent direction cosines between x y z axes and x axis; mi, m 2 , m 3 respectively represent direction cosines between x y z axes and y axis; and n, n 2 n 3 respectively represent direction cosines between x y I axes and z axis. Said given quantities are substituted into the following equations to establish an equation set, and geo-stress states ( o ,o-, ,I ,T , , I ) under the coordinate system oxyz and (o ,o ,o , , ) under the coordinate system oxy z of the test point are solved and calculated, wherein rT, , are shear stress components under the coordinate system oxyz , and rT, r, rx are shear stress components under the coordinate system ox y z. oT o = + o-,mI + O nI + 2rlnIMI + 2 rmInI + 2rnIlI o 2 Y l22 y XU1 + -,m +(o n + 2-c,1 m2 + 2-cm n2 + 2-cn212 U = Ux1 + -,m +oT n + 2-c,1 m +h,-cm n + 2-cns =r 112 + -Ymim2 + c nin 2 + r, (liM2 + 12Mi)+ r, (mn 2 + m 2 n) + , (n 1 l 2 + n 2 1i) r 12s + (ym 2 m 3 + rz n 2 n 3 + T, (12M3 + 13M2) + C, (M 2 n 3 + m 3 n 2 ) + C, (n 2 1 3 + n 3 1 2 ) r 131 + crym 3 mi +o zn 3 lh + , (13mi + 1 im3) + C, (M 3 n + Mn 3 ) + C, (n 3 l + nl 3 ) 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. 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 Fig. 1 shows structure of the soft rock geo-stress testing device. 1, a three-direction pressure box; 2, athree-direction pressure box; 3, a connecting rod; 4, adatawire; 5, a reading instrument Fig. 2 shows a coordinate system of the soft rock geo-stress testing method. 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 Fig. 4 shows a resistance strain type pressure testing device of the three-direction pressure box. 5, the reading instrument; 10, an elasticfilm; 11, a resistance strain gauge Detailed Description The invention isfurther described in accordance with the drawings. 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 datawire (4). 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 atest point in asurrounding 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 asto obtain the geo-stress at the test point. 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 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) 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 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 dat a curve. EIbodiment 3 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 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 isO). Measured Value (MPa) Mine Test Point Maximal Intermediate Minimal Principle Principle Principle qress aress aress -517 Cross-Hole 1# 31.70 27.50 23.70 Tunnel Tri-Horizon tal Main 2# 29.81 22.91 21.63 Transporta tion Tunnel Tri-Horizon tal 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 t he following steps t hat: 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 adatawire; 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 asto obtain the geo-stress at the test point.
2. A geo-stress testing method as aimed in Oaim 1, characterized by grouting the drilling hole and using concrete mortar asgrouting 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 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 Oaim 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 adatawire (4) connected with the coil (8).
5. A geo-stress testing device as claimed in Oaim 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 central position under the elastic film, and the resistance strain gauges (11) are connected with the reading instrument (5) viaadatawire (4).
6. A geo-stress testing device as claimed in Oaim 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 (3)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201210096644.6 | 2012-04-05 | ||
| 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 |
| PCT/CN2013/075686 WO2013149599A1 (en) | 2012-04-05 | 2013-05-16 | Deep softrock geostress test method and device based on flow stress recovery principle |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| AU2013243049A1 true AU2013243049A1 (en) | 2013-11-21 |
Family
ID=46587016
Family Applications (2)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| AU2013101531A Expired AU2013101531A4 (en) | 2012-04-05 | 2013-05-16 | Deep softrock geostress test method and device based on flow stress recovery principle |
| AU2013243049A Pending AU2013243049A1 (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 |
|---|---|---|---|
| AU2013101531A Expired AU2013101531A4 (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) | AU2013101531A4 (en) |
| WO (1) | WO2013149599A1 (en) |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN116357347A (en) * | 2023-03-31 | 2023-06-30 | 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 |
| CN117189092A (en) * | 2023-08-16 | 2023-12-08 | 中国矿业大学 | Soft rock ground stress testing method based on drilling cuttings particle size distribution |
Families Citing this family (25)
| 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 |
| CN103510951A (en) * | 2013-10-21 | 2014-01-15 | 中国科学院武汉岩土力学研究所 | Method for locating and installing deep soft rock geostatic stress testing device |
| CN103528718B (en) * | 2013-10-21 | 2016-04-27 | 武汉大学 | Adopt the soft rock multi-measuring point detecting earth stress method of connecting link |
| CN103513016B (en) * | 2013-10-21 | 2015-11-11 | 武汉大学 | Adopt the soft rock multi-measuring point detecting earth stress method of sensing post |
| CN103538140B (en) * | 2013-10-21 | 2016-03-30 | 中国科学院武汉岩土力学研究所 | The preparation method of crustal stress sensing post and device |
| CN103674347B (en) * | 2013-12-10 | 2016-01-20 | 太原理工大学 | A kind of hollow soft elasticity inductor drilling hole stress sensor and detection method |
| CN104048787B (en) * | 2014-06-27 | 2016-01-06 | 西南交通大学 | A kind of stationary installation of horizontally disposed soil pressure cell |
| CN107144380A (en) * | 2016-08-25 | 2017-09-08 | 中国科学院武汉岩土力学研究所 | The dynamic testing method of country rock disturbance stress field during constructing tunnel |
| CN106289583B (en) * | 2016-09-11 | 2021-11-12 | 中国科学院武汉岩土力学研究所 | Integrated engineering anchor rod stress meter reading device |
| CN107271089B (en) * | 2017-06-25 | 2018-05-29 | 中国科学院武汉岩土力学研究所 | A kind of erecting device of flow stress restoring method geostress survey |
| CN107063525B (en) * | 2017-06-25 | 2018-04-20 | 中国科学院武汉岩土力学研究所 | A kind of fiber Bragg grating type six for deep soft rock stress measurement is to pressure sensor |
| CN107643139B (en) * | 2017-09-09 | 2020-09-18 | 吉安县裕兴科技有限公司 | Exploration engineering soft rock ground stress testing device |
| CN107588876B (en) * | 2017-09-09 | 2020-04-28 | 核工业柳州工程勘察院 | Soft rock ground stress testing method for geotechnical exploration engineering |
| CN107817069B (en) * | 2017-09-23 | 2020-05-22 | 广东建瀚工程管理有限公司 | Exploration engineering soft rock ground stress testing device |
| CN107588877A (en) * | 2017-10-15 | 2018-01-16 | 安徽理工大学 | A kind of recyclable geostress survey device |
| CN108691536B (en) * | 2018-02-01 | 2023-07-07 | 四川大学 | Horizontal effective ground stress testing method and device |
| CN109681192A (en) * | 2019-02-02 | 2019-04-26 | 江苏省无锡探矿机械总厂有限公司 | A kind of stratum slip casting feedback pressure sensing device |
| CN110196131A (en) * | 2019-05-30 | 2019-09-03 | 中国铁道科学研究院集团有限公司 | Stress test method, system and device |
| CN112240813B (en) * | 2020-10-14 | 2021-11-30 | 中国平煤神马能源化工集团有限责任公司 | Vibrating string type three-dimensional stress sensor for deep hole ground stress measurement |
| CN112781765B (en) * | 2020-12-24 | 2022-10-04 | 绍兴文理学院 | Novel simple ground stress testing device and testing method |
| CN112798414B (en) * | 2020-12-26 | 2023-04-28 | 北京工业大学 | Device for testing constitutive relation of materials in concrete test block and installation method |
| CN113008439B (en) * | 2021-02-01 | 2022-05-20 | 浙江工业大学 | Test device and method for measuring inert slurry pressures at different angles and depths |
| CN113090211B (en) * | 2021-04-20 | 2022-11-08 | 中国地质科学院勘探技术研究所 | Broken stratum rock core protection device |
| KR102548622B1 (en) * | 2021-10-12 | 2023-06-29 | 경상국립대학교산학협력단 | Method of analyzing and evaluating flow stress or metal forming process using instability index |
| 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 |
Family Cites Families (9)
| 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 |
-
2012
- 2012-04-05 CN CN2012100966446A patent/CN102628716B/en not_active Expired - Fee Related
-
2013
- 2013-05-16 AU AU2013101531A patent/AU2013101531A4/en not_active Expired
- 2013-05-16 WO PCT/CN2013/075686 patent/WO2013149599A1/en active Application Filing
- 2013-05-16 AU AU2013243049A patent/AU2013243049A1/en active Pending
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN116357347A (en) * | 2023-03-31 | 2023-06-30 | 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 |
| 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 |
| CN117189092A (en) * | 2023-08-16 | 2023-12-08 | 中国矿业大学 | Soft rock ground stress testing method based on drilling cuttings particle size distribution |
| 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 |
Also Published As
| Publication number | Publication date |
|---|---|
| CN102628716B (en) | 2013-02-13 |
| WO2013149599A1 (en) | 2013-10-10 |
| CN102628716A (en) | 2012-08-08 |
| AU2013101531A4 (en) | 2014-01-09 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| AU2013101531A4 (en) | Deep softrock geostress test method and device based on flow stress recovery principle | |
| CN103344491B (en) | Method for simulating roadway rock burst based on coaction of static load and blast load | |
| CN103954511B (en) | A kind of Fracture Networks rock shearing-seepage flow coupling experiment method | |
| CN102620870B (en) | Rock three-way pressure stress sensor based on optical fiber grating sensing | |
| CN105043891B (en) | A kind of muddy water cleavage fracture stress test device and method for shield tunnel | |
| GB2535820A (en) | Transparent frozen soil, and preparation method and application thereof | |
| CN110554169A (en) | tunnel excavation process simulation test device and method | |
| CN103913145A (en) | Crack opening two-direction deformation monitoring structure and measurement method | |
| CN106595918A (en) | Long-term monitoring apparatus and method for soil pressure outside duct piece of shield tunnel | |
| AU2015101608A4 (en) | Rock acoustic wave detection transducer | |
| CN202770568U (en) | Rock-soil three-dimensional crushing stress sensor based on optical fiber grating sensing | |
| CN105606287A (en) | Apparatus and method for measuring crustal stress of soft rocks | |
| CN105842067A (en) | Stress change and crack propagation direction test device and method | |
| Cheng et al. | Physical model tests of expansive soil slope | |
| Kim et al. | Mock-up experiments on permeability measurement of concrete and construction joints for air tightness assessment | |
| CN108593236B (en) | Load experiment separation method for blasting impact and transient unloading | |
| Lu et al. | Experimental Study on Deformation Behavior of Shield Tunnel Subjected to Riverbed Scour Based on DOFS | |
| Chen et al. | Model test of anchoring effect on zonal disintegration in deep surrounding rock masses | |
| Saftner et al. | The use of wireless sensors in geotechnical field applications | |
| Zhu et al. | A new three-dimensional pressure transducer for measuring soft rock stress | |
| Xu et al. | Development and application of a test system for modeling tunnel excavation with transparent rock surrogate | |
| CN208607088U (en) | A kind of prominent mud experimental rig of shock vibration retrofilling pressure-bearing solution cavity | |
| CN105206157A (en) | Hydraulic model test teaching platform | |
| CN206656688U (en) | The three dimensional strain test device of resin material | |
| Barla et al. | Setting up a new direct shear testing apparatus |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| DA3 | Amendments made section 104 |
Free format text: THE NATURE OF THE AMENDMENT IS: APPLICATION IS TO PROCEED UNDER THE NUMBER 2013101531 |