CN104849433A - Experimental device and method for testing magnitude of crustal stress of cylindrical rock core - Google Patents
Experimental device and method for testing magnitude of crustal stress of cylindrical rock core Download PDFInfo
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Abstract
The invention discloses an experimental device and an experimental method for carrying out a ground stress magnitude test by using a cylindrical rock core. The experimental device comprises a cylindrical test piece clamping device, a pressure kettle, a liquid booster pump, a digital signal conversion device, a displacement sensor, a pressure sensor and the like. The experimental method mainly comprises the following steps: the method comprises the following steps of core processing, wave velocity anisotropy determination of a horizontal main stress azimuth, sample glue brushing, a cylindrical sample differential strain experiment, data processing and the like. The experimental method provided by the invention is an extension of a conventional differential strain experiment, has the advantages of strong practicability, simplicity, convenience, high reliability and the like, and is wider in application range than the conventional differential strain experiment.
Description
Technical field
The present invention discloses experimental provision and the method for the test of a kind of rock core terrestrial stress size, for carrying out the terrestrial stress size test of small-diameter circular cylinder test specimen, the terrestrial stress size research for the minor diameter drilling extracting core of ultra deep well and the prospecting borehole drilling extracting core of part minor diameter is significant.
Background technology
The acting force being present in earth's crust inside is called terrestrial stress, and it is that the acting force on stratum media internal unit area is exactly the size of terrestrial stress because the Action of Gravity Field of crustal rock and tangential movement and other factors cause.All terrestrial stress is there is in crustal rock, the size and Orientation of terrestrial stress changes with the change in space in time, the size and Orientation of terrestrial stress is relevant with geologic structure and tectonic movement, oil-gas field geology is reconnoitred, oil-gas field development and Hydro Fracturing Stimulation Treatment etc. all with the size of terrestrial stress and direction closely related.Therefore, accurately can understand the crustal stress states of subterranean body, can effective exploitation for oil gas field resource, the design of hydraulic fracture and construction whether reasonable, there is very important meaning.
Indoor terrestrial stress size method of testing conventional at present mainly contains 4 kinds: 1. conventional difference Strain Method; 2. Kai Saier acoustic-emission; 3. stress relief method; 4. inelastic strain restoring method.The requirement of these methods to rock core is higher, in experimentation, the consumption of rock core is larger, core rock sample is got for downhole drill, particularly the drilling extracting core of ultra deep well or geology slimhole drilling get core, and conventional terrestrial stress size test experiments may limit the test of terrestrial stress laboratory experiment to the requirement of test specimen.The ultra deep well carbonatite drilling extracting core in such as Xinjiang, getting core straight well is 5.5cm, according to Kaiser acoustic emission experiment, need on same full-hole core or adjacent full-hole core, drill through the little rock core needed for Kaiser experiment, drill through minor diameter rock core more difficult, and it is too much to expend rock core, experiment needs to expend 15 more than cm full-hole cores; Recover experiment according to inelastic strain, minimum diameter about 7.5 cm of General Requirements rock core, the carbonatite core diameter that scene obtains is too little, can not meet the dimensional requirement that inelastic strain recovers experiment; According to routine difference strain experiment, need cube rock core being processed into about 6.0 cm, diameter is only had to the full-hole core of 5.5 ~ 6.0 cm, process more difficult.
Conventional difference strain experiment is terrestrial stress size method of testing conventional at present, rigorous, reliable in theory, general needs are processed into the cube of the length of side about 6 cm rock core, but part drilling extracting core cannot ensure the requirement of sample dimensions, simultaneously, conventional difference strain experiment needs measurement 12 road to strain, and the coherence request for per pass strain transducer is higher, and the failed probability of experiment is high.
Summary of the invention
The invention discloses a kind of poor strain testing experimental provision and method of right cylinder core test, conventional drilling extracting core is applicable to this method, simultaneously, the full-hole core of part minor diameter, the minor diameter rock core that such as ultra deep well drills through or the minor diameter rock core that geologic prospecting drilling well drills through, be equally applicable to experimental technique of the present invention, the method can reduce conventional difference strain experiment to the dimensional requirement of experiment test specimen and restriction, utilize high voltage bearing displacement transducer to carry out the displacement measurement of test specimen simultaneously, experimental precision is higher, can meet the requirement of experimental precision completely.
To achieve these goals, the present invention devises a set of special indoor experimental apparatus and special right cylinder test specimen core holding unit; The displacement in high accuracy displacement sensor experiments of measuring process is adopted, the strain in the foil gauge experiments of measuring process of abandoning tradition in experimentation; Only measure the displacement of three-dimensional principal direction of stress in experimentation, be respectively vertical, horizontal biggest principal stress direction and horizontal least principal stress direction.
The experimental provision of the present invention's design mainly comprises: right cylinder rock core accommodates device, for fixing experiment rock core and installation position displacement sensor, be made up of base and upper frame, upper frame is fixed by screws on base, is the space of clamping experiment test specimen in the middle of upper frame.
Displacement transducer, for the displacement deformation amount in experiments of measuring test specimen loading procedure, it is three right that displacement transducer has, comprise vertical principal direction of stress displacement transducer, horizontal least principal stress direction displacement transducer and horizontal biggest principal stress direction displacement transducer, be arranged on position corresponding to experiment test specimen rock core three directions on upper frame respectively.
Autoclave pressure, accommodates device and sealing build the pressure for installing rock core, ensure that test specimen is in default pressure environment.
Liquid booster pump, is connected by pipeline with autoclave pressure, for experiment provides pressure.
Setting pressure sensor in autoclave pressure, with the pressure changing in timely monitor autoclave pressure.
Digital signal converter, by signal wire connection bit displacement sensor, changes into the digital signal of computer for controlling identification by the signal of displacement transducer and pressure transducer;
computer for controlling, displacement changing value in record experimentation, carries out data processing.
The inventive method comprises the following steps:
(1) rock core test piece processing.Carry out simple rock core processing according to got rock core, rock core be processed into the right cylinder of diameter 5.5 ~ 6.0 cm, height 6.0 cm, require right cylinder homogeneous, can not natural fracture be contained, or horizontal stratification, test specimen cylinder and end face smooth; The depth of parallelism of two end faces is lower than 0.1mm, and the existence of natural fracture can affect experimental result;
(2) Wave Velocity Anisotropy experiment.Utilize ultrasound wave at the difference characteristic of horizontal stress different azimuth, determine horizontal major principal stress and the initial orientation of horizontal least principal stress on experiment test specimen of right cylinder rock core, row labels of going forward side by side;
(3) test specimen brush coating is tested.Infiltrate in test specimen to prevent experiment test specimen liquid in compression process, around test specimen, evenly brush epoxy resin, isolation fluid under pressure and test specimen, smear in the process of epoxy resin, must ensure that smearing of epoxy resin is even, reduce epoxy resin to the impact of experimental result;
(4) the difference strain experiment improved.For right cylinder experiment test specimen, utilize and accommodate device stationary cylinder rock core, in conjunction with the horizontal principal stress orientation that right cylinder rock core marks, installation position displacement sensor, concrete installation steps are as follows: during (1) installation position displacement sensor, first move the rock core test piece in clamper, make the marking line of the horizontal biggest principal stress direction on rock core aim at the mounting points of the sensor on clamper; (2) displacement transducer of vertical principal direction of stress is installed, utilize and locking screw fixed displacement sensor is installed, in installation process, utilize computer for controlling, determine that the initial value of displacement transducer is near 0 value, ensure that the displacement of measuring in experimentation is all the time in the range of displacement transducer; (3) after installing vertical displacement transducer, the displacement transducer in horizontal biggest principal stress direction and horizontal least principal stress direction is installed, the installation method of installation method and vertical deviation sensor is similar, make the initial value of displacement transducer near 0 value of displacement transducer, ensure that in experimentation, displacement transducer is all the time in range; (4) after installing 3 pairs of displacement transducers, according to the initial displacement value size of 3 pairs of displacement transducers, depart from the larger displacement transducer of 0 value carry out part initial displacement value, the measurement result in guarantee experimentation is all the time in its range.
The blessing device that experiment test specimen is housed is put into detecting earth stress autoclave pressure, the data line of connection bit displacement sensor, sealing load still; Open liquid booster pump, utilize the loading of computer controlled pressing pressure, be full of after autoclave pressure until liquid and carry out pressure-loaded, record shift value, the force value data of three pairs of sensors simultaneously in good time, reach after experiment preset pressure value until experimental pressure and stop loading;
(5) data processing.The compressive stress obtained according to laboratory experiment and the result of strain, carry out data mart modeling process, obtain the ratio relation of vertical principle stress, horizontal major principal stress and horizontal least principal stress; What utilize the density logging curve of test specimen survey region and test specimen gets the core degree of depth, carries out the calculating of vertical principle stress, according to the vertical principle stress obtained and the horizontal major principal stress of ratio calculation of three-dimensional principle stress and the value of horizontal least principal stress.
The concrete difference that difference strain experimental technique of the present invention and routine difference strain experimental technique is as follows:
(1) Specimen Shape used is tested different.The experiment test specimen of conventional difference strain experiment is the cube of about 6.0 cm, and the sample dimensions of the inventive method is the right cylinder of diameter 5.5 ~ 6.0 cm, height 6.0 cm, right cylinder test specimen reduces the requirement of terrestrial stress laboratory experiment to sample dimensions, decrease the rock core consumption in experimentation, the minor diameter rock core of stress test routinely cannot be carried out for part, carry out simple processing and just can carry out terrestrial stress laboratory experiment of the present invention.
(2) element of monitor strain is different.Traditional difference strain experiment adopts resistance strain gage, resistance strain gage is attached on 3 adjacent vertical planes of test specimen, lives, then carry out differing from strain testing, utilize resistance strain gage experimental error larger by rubber seal.For right cylinder experiment test specimen, resistance strain gage cannot be attached to right cylinder test specimen side, and the measuring sensor that the present invention adopts is displacement transducer, can carry out the measurement of the displacement deformation amount of test specimen easily.
Beneficial effect of the present invention is, for the rock core that drilling extracting core diameter is smaller, can carry out the test of terrestrial stress size by the inventive method, reduces the restriction of indoor detecting earth stress to experiment test specimen; Meanwhile, this method reduce the difficulty of conventional chambers terrestrial stress experiment, can be convenient carry out the test of indoor terrestrial stress size, the method experimental precision is higher, is the expansion to stress intensity method of testing routinely and improvement.
The difference strain experimental technique of right cylinder rock core of the present invention is the expansion to routine difference strain experiment, therefore, the scope of application of difference strain experiment is more extensive than conventional difference strain experiment, the rock core that conventional difference strain experiment is suitable for, and is equally applicable to the difference strain experiment of improvement of the present invention.
Accompanying drawing explanation
In order to be illustrated more clearly in the present invention, be briefly described to the accompanying drawing used required in embodiment or description of the prior art below, apparently, the accompanying drawing in the following describes is only embodiments more of the present invention:
Fig. 1 is the schematic diagram in Wave Velocity Anisotropy determination horizontal principal stress direction;
In FIG: 1-do not smear the experiment test specimen of epoxy resin; 2-ultrasound wave transmitting probe, is mainly used to launch ultrasonic signal; 3-ultrasound wave receiving transducer; 4-ultrasonic investigation orientation angles; 5-test specimen anglec of rotation.
Fig. 2 is Wave Velocity Anisotropy experimental result schematic diagram;
In fig. 2: 6-Wave Velocity Anisotropy experimental data; The matched curve of 7-Wave Velocity Anisotropy; 8-velocity of wave minimum point, the orientation of horizontal least principal stress on rock core; 9-velocity of wave maximum position, the position of horizontal major principal stress on rock core.
Fig. 3 is that right cylinder test specimen difference strain experiment rock core accommodates device schematic diagram.
In figure 3: 10-vertical principal direction of stress; 11-horizontal biggest principal stress direction; 12-horizontal least principal stress orientation; 13-right cylinder experiment test specimen; 14-vertical principal direction of stress displacement transducer; 15-horizontal least principal stress direction displacement transducer; 16-horizontal biggest principal stress direction displacement transducer; 17-displacement transducer fixed screw; 18-rock core accommodates device pedestal; 19-rock core accommodates device upper frame; The fixed screw of 20-core holding unit upper frame and lower base.
Fig. 4 is detecting earth stress schematic diagram.
In the diagram: 21-autoclave pressure; 22-experiment rock core accommodates device; 23-displacement and pressure transmission line; 24-pressure line; 25-displacement and pressure signal converter; 26-liquid booster pump; 27-computer for controlling
Fig. 5 is experimental result picture of the present invention.
In Figure 5: the 28-displacement of vertical principal direction of stress and the curve of pressure; 29-the displacement of horizontal biggest principal stress direction and the curve of pressure; 30-horizontal the displacement in least principal stress direction and the change curve of pressure.
Embodiment
For making the object, technical solutions and advantages of the present invention clearly understand, below in conjunction with accompanying drawing, embodiment of the present invention are described in further details.
In order to overcome the impact of experiment sample dimensions stress intensity test over the ground, the invention provides a kind of right cylinder experiment experimental provision of test specimen and method,
See Fig. 4, experimental provision comprises:
Right cylinder rock core accommodates device 22, and for fixing experiment rock core and installation position displacement sensor, see Fig. 3, be made up of base 18 and upper frame 19, upper frame is fixed on base by screw 20, is the space of clamping experiment test specimen 13 in the middle of upper frame.
Displacement transducer, for the displacement deformation amount in experiments of measuring test specimen loading procedure, it is three right that displacement transducer has, comprise vertical principal direction of stress displacement transducer 14, horizontal least principal stress direction displacement transducer 15 and horizontal biggest principal stress direction displacement transducer 16, be arranged on position corresponding to experiment test specimen rock core three directions on upper frame 19 respectively by screw 17.
Autoclave pressure 21, accommodates device 22 and sealing build the pressure for installing rock core, ensure that test specimen is in default pressure environment;
Liquid booster pump 26, is connected by pressure line 24 with autoclave pressure 21, for experiment provides pressure;
Displacement and pressure signal converter 25, by signal wire connection bit displacement sensor, change into the digital signal of computer for controlling identification by the signal of displacement transducer and pressure transducer;
computer for controlling 27, displacement changing value in record experimentation, carries out data processing.
The inventive method comprises the following steps:
Step 1: rock core test piece is processed, and carries out simple rock core processing according to got rock core, rock core is processed into the right cylinder of diameter 5.5 ~ 6.0 cm, height 6.0 cm, right cylinder homogeneous, can not contain natural fracture, the existence of natural fracture can affect experimental result.
Step 2: Wave Velocity Anisotropy is tested.(1) on right cylinder test specimen, mark 1 erasable interim marking line, determine that this marking line is test 0 ° of angle of Wave Velocity Anisotropy, measure 1 ultrasonic velocity, as shown in schematic diagram 1 every 15 °; (2) size owing to testing test specimen is relatively little, and ultrasound wave can exist certain error, in order to ensure the precision of testing, each angle takes multiple measurements, after measuring 1 circle ultrasonic velocity, then take multiple measurements, to the ultrasonic velocity averaged of each angle; (3) according to hyperacoustic velocity amplitude, carry out ultrasonic velocity sine or cosine curve matching, the curve of matching is as shown in schematic diagram 2, the maximum angle of ultrasonic velocity is horizontal least principal stress direction, angle as shown in schematic diagram 28, the minimum angle of ultrasonic velocity is horizontal biggest principal stress direction angle, as the angle of 9 correspondences in schematic diagram 2; (4) measure horizontal principal stress relative orientation on rock core by experiment, on rock core, demarcate the orientation of horizontal major principal stress according to test orientation.
Step 3: experiment test specimen brush coating.Infiltrate in test specimen to prevent experiment test specimen liquid in compression process, need evenly to brush epoxy resin around test specimen, isolation fluid under pressure and test specimen, smear in the process of epoxy resin, must ensure that smearing of epoxy resin is even, reduce epoxy resin to the impact of experimental result.
Step 4: the difference strain experiment of improvement.
(1) on experiment test specimen blessing device 22, test specimen is installed, displacement transducer 14, 15, each one of 16(right cylinder test specimen upper and lower end parts, test specimen circumferential level biggest principal stress direction 2, 2, horizontal least principal stress direction) be arranged on vertical principle stress respectively, horizontal major principal stress and horizontal least principal stress direction, according to computer for controlling 27, the initial displacement value of adjusted position displacement sensor, guarantee that the change in displacement of the test specimen in experimentation is in the range of sensor, displacement transducer fixed screw 17 is utilized to clamp displacement transducer, after three pairs of displacement transducer installations, the installation fine setting of displacement transducer is carried out according to the initial displacement value of three pairs of displacement transducers, ensure that initial displacement value is in rational scope,
(2) the blessing device that experiment test specimen is housed is put into detecting earth stress autoclave pressure 21, the data line of connection bit displacement sensor 14,15,16, sealing load still, Bonding pressure pipeline and data transmission link;
(3) liquid booster pump 26 is opened, utilize loading and the control of computer for controlling 27 controlled pressure, be full of after autoclave pressure until liquid and carry out pressure-loaded, utilize displacement transducer and pressure transducer etc. to record shift value, the force value data of three pairs of sensors simultaneously in good time, digital signal transfer unit 25 is utilized to transform, pressure and shift value are converted to the digital signal that computing machine can identify, reach after predetermined value until pressure and stop loading;
(4) autoclave pressure pressure release, removes experiment test specimen, prepares to test next time.
Step 5: data processing.
(1) according to the shift value measured, be converted into the displacement of three-dimensional principle stress and the relation curve of moulding pressure value, the curve of three-dimensional principle stress as shown in Figure 4;
(2) density logging curve is utilized to calculate the size of vertical principle stress;
(3) according to the vertical principle stress obtained and the horizontal major principal stress of ratio calculation of three-dimensional principle stress and the value of horizontal least principal stress.
The mounting means of above three pairs of displacement transducers is as shown in schematic diagram 3: during (1) installation position displacement sensor, first selects the test specimen turned in core holding unit, makes the marking line of the horizontal biggest principal stress direction on rock core aim at the mounting points of the sensor on clamper; (2) displacement transducer of vertical principal direction of stress is installed, utilize fixed screw 17 fixed displacement sensor, in installation process, utilize and control computer, determine the initial displacement value of displacement transducer in the reasonable scope, ensure that in experimentation, the shift value of measurement is all the time in the range of displacement transducer; (3) after installing vertical displacement transducer, the displacement transducer in horizontal biggest principal stress direction and horizontal least principal stress direction is installed, the installation method of installation method and vertical deviation sensor is similar, the initial displacement value of displacement transducer all the time in the reasonable scope, ensure that in experimentation, displacement transducer is all the time in range; (4) after installing three pairs of displacement transducers, according to the initial displacement value size of three pairs of displacement transducers, depart from larger displacement transducer to part initial displacement value, utilize fixed screw to carry out the fine position of displacement transducer, the measurement result in guarantee experimentation is all the time in its range.
The level that the experimental result of 6 mouthfuls of ultra deep well that the present invention carries out and on-the-spot pressure break curve inverse obtain descends the result of principle stress to contrast most, concrete numerical value is in table 1, the minimum horizontal principal stress experimental error of experimental technique of the present invention is 3.3% to the maximum, prove that the difference strain experimental technique experimental error that the present invention improves is less, meet accuracy requirement completely, more confirm the accuracy of the difference strain experimental result that the present invention improves.
Table 1
| Pound sign | Vertical principle stress (MPa) | Horizontal major principal stress (MPa) | Horizontal least principal stress (MPa) | The horizontal least principal stress (MPa) of inverse | Error (%) |
| 1# | 164 | 134 | 105 | 103.45 | 1.4 |
| 2# | 162 | 130 | 99 | 96.1 | 3.0 |
| 3# | 171 | 126 | 95 | 95.49 | 0.5 |
| 4# | 159 | 133 | 100 | 98.65 | 1.4 |
| 5# | 157 | 129 | 97 | 98.6 | 1.6 |
| 6# | 154 | 126 | 91 | 94.08 | 3.3 |
Claims (4)
1. an experimental technique for right cylinder rock core terrestrial stress size test, it is characterized in that, the method comprises the following steps:
(1) test specimen processing and process is tested: carrying out cutting and processing for drilling extracting core, drill cores is processed into diameter 5.0cm-6.0cm, is highly the right cylinder test specimen of 5.0cm-6.0cm;
(2) Wave Velocity Anisotropy test: utilize ultrasonic longitudinal wave at the difference characteristic of horizontal stress different azimuth, determines horizontal major principal stress and the initial orientation of horizontal least principal stress on experiment test specimen, row labels of going forward side by side;
(3) right cylinder rock core brush coating: evenly brush epoxy resin around right cylinder rock core, isolation experiment loads liquid and test specimen, and preventing liquid from infiltrating test specimen affects experimental result;
(4) the difference strain experiment improved: utilize and accommodate device stationary cylinder rock core, in conjunction with the horizontal principal stress orientation that right cylinder rock core marks, the horizontal major principal stress of rock core, horizontal least principal stress and vertical principal direction of stress install 6 displacement transducers, each direction correspondence installs 2, the angle of regulation experiment test specimen, makes two pairs of displacement transducers aim at the horizontal major principal stress of rock core and horizontal least principal stress direction respectively; Then the blessing device that experiment test specimen is housed is put into detecting earth stress autoclave pressure, the data line of connection bit displacement sensor and pressure transducer, sealing load still; Open liquid booster pump, be full of after autoclave pressure until liquid and carry out pressure-loaded, in good time the record shift value of three pairs of displacement transducers, the pressure data of pressure transducer;
Data processing: utilize the displacement of three principal directions and the relation curve of pressure, be converted into the ratio of three-dimensional principle stress, the density logging curve in research on utilization region and the vertical principle stress getting core depth calculation experiment test specimen of experiment test specimen, then calculate horizontal major principal stress and minimal horizontal principal stress.
2. the method for right cylinder rock core terrestrial stress size test as claimed in claim 1, it is characterized in that, described Wave Velocity Anisotropy method of testing is as follows: (1) marks 1 erasable interim marking line on right cylinder test specimen, determine that this marking line is test 0 ° of angle of Wave Velocity Anisotropy, measure 1 ultrasonic velocity every 15 °; (2) each angle takes multiple measurements, and after measuring 1 circle ultrasonic velocity, then takes multiple measurements, to the ultrasonic velocity averaged of each angle; (3) according to hyperacoustic velocity amplitude, carry out the sinusoidal or cosine curve matching of ultrasonic velocity, obtain matched curve, the maximum angle of ultrasonic velocity is horizontal least principal stress direction, and the minimum angle of ultrasonic velocity is horizontal biggest principal stress direction angle; (4) relative orientation of horizontal principal stress and horizontal least principal stress on rock core is measured by experiment.
3. the experimental technique of right cylinder rock core terrestrial stress size test as claimed in claim 1 or 2, it is characterized in that, described right cylinder test specimen can not comprise obvious natural fracture or horizontal stratification, and the depth of parallelism difference of two end faces of test specimen can not more than 0.1mm.
4. realize the experimental provision of the right cylinder rock core terrestrial stress size test of method described in claim 1-3, it is characterized in that, experimental provision comprises:
Right cylinder rock core accommodates device (22), for fixing experiment rock core and installation position displacement sensor, be made up of base (18) and upper frame (19), upper frame is fixed on base by screw (20), is the space of clamping experiment test specimen (13) in the middle of upper frame (19);
Displacement transducer, for the displacement deformation amount in experiments of measuring test specimen loading procedure, it is three right that displacement transducer has, comprise vertical principal direction of stress displacement transducer (14), horizontal least principal stress direction displacement transducer (15) and horizontal biggest principal stress direction displacement transducer (16), be arranged on the upper position corresponding to experiment test specimen rock core three directions of upper frame (18) respectively;
Autoclave pressure (21), accommodates device and sealing build the pressure for installing rock core, ensure that test specimen is in default pressure environment;
Liquid booster pump (26), is connected by pipeline with autoclave pressure, and for experiment provides pressure, setting pressure sensor in autoclave pressure, with the pressure changing in timely monitor autoclave pressure;
Digital signal converter (25), by signal wire connection bit displacement sensor, changes into the digital signal of computer for controlling identification by the signal of displacement transducer and pressure transducer;
Computer for controlling (27), displacement changing value in record experimentation, carries out data processing.
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Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105136362A (en) * | 2015-09-25 | 2015-12-09 | 中国石油大学(华东) | Measuring device and method based on rock wave velocity anisotropy determined ground stress direction |
| CN106018107A (en) * | 2016-05-20 | 2016-10-12 | 重庆大学 | Method for testing three-dimensional ground stress by aid of acoustic emission processes |
| CN109781509A (en) * | 2019-03-14 | 2019-05-21 | 吉林大学 | A kind of geostress survey device and measurement method considering temperature effect |
| CN110320277A (en) * | 2018-03-30 | 2019-10-11 | 中国石油天然气股份有限公司 | Ground stress field state testing method |
| CN111504820A (en) * | 2020-05-07 | 2020-08-07 | 中国矿业大学 | Rock mechanics space anisotropy measuring device and method |
| CN114088516A (en) * | 2021-11-23 | 2022-02-25 | 贵州大学 | Single-hole acoustic emission ground stress measurement method based on rock core damage anisotropy |
| CN114577380A (en) * | 2020-11-30 | 2022-06-03 | 中国石油天然气股份有限公司 | Measuring device for determining the direction of a ground stress and method for determining the direction of a ground stress |
Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101162177A (en) * | 2007-11-14 | 2008-04-16 | 南京银茂铅锌矿业有限公司 | Method for measuring ground stress |
| CN201352212Y (en) * | 2009-02-11 | 2009-11-25 | 中国石油天然气股份有限公司 | Test bench for wave velocity anisotropy of core |
| CN103538140A (en) * | 2013-10-21 | 2014-01-29 | 中国科学院武汉岩土力学研究所 | Production method and device of geostress sensing column |
| CN204359752U (en) * | 2015-01-20 | 2015-05-27 | 中国石油大学(华东) | Full-hole core Wave Velocity Anisotropy test unit |
-
2015
- 2015-05-30 CN CN201510288082.9A patent/CN104849433A/en active Pending
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101162177A (en) * | 2007-11-14 | 2008-04-16 | 南京银茂铅锌矿业有限公司 | Method for measuring ground stress |
| CN201352212Y (en) * | 2009-02-11 | 2009-11-25 | 中国石油天然气股份有限公司 | Test bench for wave velocity anisotropy of core |
| CN103538140A (en) * | 2013-10-21 | 2014-01-29 | 中国科学院武汉岩土力学研究所 | Production method and device of geostress sensing column |
| CN204359752U (en) * | 2015-01-20 | 2015-05-27 | 中国石油大学(华东) | Full-hole core Wave Velocity Anisotropy test unit |
Non-Patent Citations (5)
| Title |
|---|
| 张士诚等: "塔河碳酸盐岩储层地应力实验研究", 《岩石力学与工程学报》 * |
| 彭华等: "差应变法地应力测量-以汶川地震断裂带科学钻探WFSD-1钻孔为例", 《地质力学学报》 * |
| 沈海超等: "主方向差应变地应力测量方法", 《新疆石油地质》 * |
| 白金朋等: "屯1井差应变分析法地应力测量", 《地质力学学报》 * |
| 程远方等: "一种简化的差应变地应力测量技术", 《使用钻采工艺》 * |
Cited By (12)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105136362A (en) * | 2015-09-25 | 2015-12-09 | 中国石油大学(华东) | Measuring device and method based on rock wave velocity anisotropy determined ground stress direction |
| CN106018107A (en) * | 2016-05-20 | 2016-10-12 | 重庆大学 | Method for testing three-dimensional ground stress by aid of acoustic emission processes |
| CN110320277A (en) * | 2018-03-30 | 2019-10-11 | 中国石油天然气股份有限公司 | Ground stress field state testing method |
| CN110320277B (en) * | 2018-03-30 | 2021-08-03 | 中国石油天然气股份有限公司 | Ground stress field state testing method |
| CN109781509A (en) * | 2019-03-14 | 2019-05-21 | 吉林大学 | A kind of geostress survey device and measurement method considering temperature effect |
| CN109781509B (en) * | 2019-03-14 | 2023-11-03 | 吉林大学 | Ground stress measuring device and method considering temperature effect |
| CN111504820A (en) * | 2020-05-07 | 2020-08-07 | 中国矿业大学 | Rock mechanics space anisotropy measuring device and method |
| CN111504820B (en) * | 2020-05-07 | 2021-03-16 | 中国矿业大学 | Rock mechanics space anisotropy measuring device and method |
| CN114577380A (en) * | 2020-11-30 | 2022-06-03 | 中国石油天然气股份有限公司 | Measuring device for determining the direction of a ground stress and method for determining the direction of a ground stress |
| CN114577380B (en) * | 2020-11-30 | 2024-04-30 | 中国石油天然气股份有限公司 | Measuring device for determining a direction of ground stress and method for determining a direction of ground stress |
| CN114088516A (en) * | 2021-11-23 | 2022-02-25 | 贵州大学 | Single-hole acoustic emission ground stress measurement method based on rock core damage anisotropy |
| CN114088516B (en) * | 2021-11-23 | 2023-07-18 | 贵州大学 | Single-hole acoustic emission ground stress measurement method based on core damage anisotropy |
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