CN111413199A - Method for determining rock strain localized starting stress level - Google Patents
Method for determining rock strain localized starting stress level Download PDFInfo
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- CN111413199A CN111413199A CN202010280200.2A CN202010280200A CN111413199A CN 111413199 A CN111413199 A CN 111413199A CN 202010280200 A CN202010280200 A CN 202010280200A CN 111413199 A CN111413199 A CN 111413199A
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- G01N3/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N3/08—Investigating strength properties of solid materials by application of mechanical stress by applying steady tensile or compressive forces
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- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
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Abstract
The invention provides a method for determining the stress level of rock strain localization starting, which is suitable for analyzing the rock deformation localization characteristics under the confining pressure effect. According to the method, through image analysis of a virtual strain gauge, stress-strain curves corresponding to the inside and the outside of a rock strain localization zone are obtained, strain difference value evolution curves of the corresponding stress-strain curves are obtained, the corresponding stress level when an obvious inflection point appears on the strain difference value evolution curves is the rock deformation localization starting stress level under the action of confining pressure, the progressive rock mass destruction process is researched, the progressive rock mass destruction mechanical mechanism and the destruction precursor are known aiming at the stability problem of the underground engineering surrounding rock mass, then the corresponding surrounding rock supporting measures are provided, and a certain test and theoretical basis is provided for the stability control research of the underground engineering surrounding rock mass.
Description
Technical Field
The invention belongs to the field of rock mechanical parameter testing, and particularly relates to a method for determining a rock strain localization starting stress level.
Background
The rock deformation failure process is usually accompanied by a strain localization phenomenon, which is defined as a phenomenon that after a rock sample is loaded to failure and reaches a critical deformation level, a zone where a final macroscopic fracture surface is to be formed has a strong deformation concentration, so that an originally uniform or approximately uniform deformation field becomes extremely non-uniform.
The strain localization phenomenon is an important characteristic of material instability and damage, can be regarded as a precursor of ductile and brittle damage, and exists in metal materials, rock-soil materials, composite materials and the like. In the fields of underground engineering, civil engineering, hydraulic engineering and the like, in many problems such as dam body, tunnel excavation, underground chamber excavation and slope problem, the damage of related structures is usually accompanied with the formation of local severe deformation areas, and the generation of a localized zone is the main reason for the final damage of the structures, so that the research on strain localization has important significance for understanding the structure damage mechanism and solving the practical engineering problem.
Due to the fact that the strain localization occurs and the shearing band is communicated randomly, the specific position where the localization occurs is difficult to judge in advance before the material is damaged, and when the strain gauge is used for measurement, the material damage can cause failure of the strain gauge, so that the traditional strain gauge measuring method has large limitation, the rock strain localization starting stress level cannot be obtained based on test result analysis, namely the ratio of the corresponding stress to the peak intensity when the deformation localization occurs cannot be obtained.
Disclosure of Invention
The invention aims to solve the technical problems in the prior art, and aims to provide a method for determining the rock strain localized starting stress level so as to solve the problem that the rock strain localized starting stress level cannot be obtained through analysis because a strain gauge is directly arranged on a material.
In order to achieve the purpose, the invention adopts the following technical scheme: a method of determining a rock strain localised initiation stress level comprising the steps of:
a. preparing a sample of the engineering rock mass to be tested, and processing the sample into a standard sample;
b. adopting black and white matte spray paint to spray speckles on the surface of the standard sample, and airing for later use;
c. placing a standard sample in a transparent triaxial pressure chamber, and applying a certain prestress by using a pressure head of a pressure tester;
d. setting the image acquisition frequency of an image acquisition system, and adjusting the angle and the position of a camera;
e. applying confining pressure on a standard sample according to a preset confining pressure loading rate, then loading according to a preset strain loading rate until the standard sample is damaged, and simultaneously, synchronously acquiring images by an image acquisition system until the standard sample is damaged;
f. analyzing the collected images through a virtual strain gauge technology, drawing stress-strain curves corresponding to the inside and the outside of the rock strain localization zone, drawing a strain difference value evolution curve of the corresponding stress-strain curves, wherein the corresponding stress level when the strain difference value evolution curve has an obvious inflection point is the rock strain localization starting stress level.
The method utilizes the digital speckle image processing technology to carry out the research of the material strain localization, and has the characteristics of simplicity, feasibility, comprehensive observation, no influence on the test process and the like; the method is based on a digital image processing technology, and adopts a virtual strain leveling technology to obtain the rock strain localized starting stress level under the confining pressure effect.
In a preferred embodiment of the present invention, in step f, a specific analysis method for analyzing the acquired image by the virtual strain gauge technology is as follows:
f1. obtaining stress-strain data corresponding to the whole damage process of the standard sample in the step e;
f2. acquiring an image corresponding to the whole process of the standard sample destruction in the step e;
f3. the image acquisition system calculates a change cloud picture of a strain field on the surface of the standard sample in the whole damage process of the standard sample;
f4. arranging a plurality of virtual strain gages inside and outside a deformation localization band on the cloud picture by adopting a virtual strain gage technology, and naming the virtual strain gages as E1 and E2 … … En, wherein n is a positive integer;
f5. drawing corresponding n stress-strain curves based on the strain data obtained by each virtual strain gauge and the stress data obtained by the pressure tester, and obtaining the peak stress when the standard sample is damaged;
f6. performing difference calculation on the n stress-strain curves to obtain a strain difference evolution curve inside and outside the deformation localization zone;
f7. and an obvious mutation point on the strain difference evolution curve is a point A, and the percentage value of the stress corresponding to the point A and the peak stress in the standard sample damage process is the rock strain localized starting stress level.
In a preferred embodiment of the present invention, in step f4, the virtual strain gage comprises an axial virtual strain gage disposed parallel to the proof sample axis and a radial virtual strain gage disposed perpendicular to the proof sample axis;
in step f6, performing difference calculation on the stress-axial strain curves corresponding to the axial virtual strain gauge to obtain an axial strain difference evolution curve, and performing difference calculation on the stress-radial strain curves corresponding to the radial virtual strain gauge to obtain a radial strain difference evolution curve.
And virtual strain gauges are arranged in the axial direction and the radial direction of the standard sample, so that the test result is more accurate.
In a preferred embodiment of the invention the image acquisition system is a 3D-DIC system.
In a preferred embodiment of the invention, the prestress in step c is 100N.
In another preferred embodiment of the present invention, in step d, the image acquisition frequency is 1 f/s.
In another preferred embodiment of the present invention, in step e, the confining pressure loading rate is 0.5 to 1MPa/s, and the strain loading rate is 10-6～10-4/s。
In another preferred embodiment of the present invention, the standard sample is a cylindrical sample having a diameter of 25mm and a height of 50 mm.
Compared with the prior art, the invention has the beneficial effects that: the method is suitable for analyzing the localized characteristic of rock deformation under the action of confining pressure, obtains the localized starting stress level of rock deformation under the action of confining pressure through image analysis of the virtual strain gauge, and accordingly carries out research on the progressive failure process of the rock, and learns the progressive failure mechanical mechanism and failure precursors of the rock aiming at the stability problem of the underground engineering surrounding rock, and further provides corresponding surrounding rock supporting measures, so that a certain test and theoretical basis is provided for the stability control research of the underground engineering surrounding rock.
Additional aspects and advantages of the invention will be set forth in part in the description which follows and, in part, will be obvious from the description, or may be learned by practice of the invention.
Drawings
The above and/or additional aspects and advantages of the present invention will become apparent and readily appreciated from the following description of the embodiments, taken in conjunction with the accompanying drawings of which:
fig. 1 is a schematic layout of a virtual strain gauge in an embodiment of the present invention.
FIG. 2 is a graph of strain versus axial strain for deformation localized zones in an embodiment of the present invention.
FIG. 3 is a graph of the evolution of the difference in axial strain in-band and out-band for localized deformation in an embodiment of the present invention.
FIG. 4 is a graph of deformation localization initiation stress level as a function of confining pressure for an embodiment of the present invention.
Detailed Description
Reference will now be made in detail to embodiments of the present invention, examples of which are illustrated in the accompanying drawings, wherein like or similar reference numerals refer to the same or similar elements or elements having the same or similar function throughout. The embodiments described below with reference to the accompanying drawings are illustrative only for the purpose of explaining the present invention, and are not to be construed as limiting the present invention.
In the description of the present invention, it is to be understood that the terms "longitudinal", "lateral", "vertical", "up", "down", "front", "back", "left", "right", "vertical", "horizontal", "top", "bottom", "inner", "outer", etc., indicate orientations or positional relationships based on those shown in the drawings, and are used only for convenience in describing the present invention and for simplicity in description, and do not indicate or imply that the device or element being referred to must have a particular orientation, be constructed and operated in a particular orientation, and thus, should not be construed as limiting the present invention.
In the description of the present invention, unless otherwise specified and limited, it is to be noted that the terms "mounted," "connected," and "connected" are to be interpreted broadly, and may be, for example, a mechanical connection or an electrical connection, a communication between two elements, a direct connection, or an indirect connection via an intermediate medium, and specific meanings of the terms may be understood by those skilled in the art according to specific situations.
The present invention provides a method of determining a rock strain localised initiation stress level, as shown in figure 1, which in a preferred embodiment of the invention comprises the steps of:
a. and (4) preparing a sample of the engineering rock mass to be tested, and processing the sample into a standard sample. The standard sample may be a cylindrical sample with a diameter of 25mm and a height of 50 mm.
b. And (3) spraying speckles on the surface of the standard sample by adopting black and white matte spray paint, and airing for later use.
c. The standard sample is placed in a transparent triaxial pressure chamber, and a certain prestress is applied by using a pressure head of a pressure tester, for example, 100N prestress is applied on a rock mechanical tester.
d. And setting the image acquisition frequency of the image acquisition system, and adjusting the angle and the position of the camera. The image acquisition system can be a 3D-DIC system, parameters such as acquisition time, acquisition frequency and output format of the 3D-DIC system are adjusted, and the image acquisition frequency is 1 f/s. In practice, the calibration plate can be used for adjusting the angle and the position of the camera, and the 3D-DIC software can display the cross center line of the sight of the camera, so that the cross center line of the camera is superposed with the cross center line of the calibration plate.
e. And applying confining pressure on the standard sample according to a preset confining pressure loading rate, then loading according to a preset strain loading rate until the standard sample is damaged, and simultaneously, synchronously acquiring images by using an image acquisition system until the standard sample is damaged. For example, the confining pressure loading rate is 0.5-1 MPa/s, and the strain loading rate is 10-6～10-4/s。
f. Analyzing the collected images through a virtual strain gauge technology, drawing stress-strain curves corresponding to the inside and the outside of the rock strain localization zone, drawing a strain difference value evolution curve of the corresponding stress-strain curves, wherein the corresponding stress level when the strain difference value evolution curve has an obvious inflection point is the rock strain localization starting stress level.
In the present embodiment, the specific analysis method in step f is as follows:
f1. and e, obtaining stress-strain data corresponding to the whole damage process of the standard sample in the step e, specifically, loading the standard sample on a rock mechanical testing machine until the standard sample is damaged, and obtaining the stress-strain data through data acquisition, wherein for example, the stress is obtained by a load meter, and the strain is obtained by L VDT, a strain gage or an extensometer.
f2. And e, obtaining an image corresponding to the whole process of the standard sample damage in the step e.
f3. And calculating a change cloud picture of the surface strain field of the standard sample in the whole process of the standard sample damage by adopting 3D-DIC software.
f4. A plurality of virtual strain gages are arranged inside and outside a deformation local band on a cloud picture by adopting a virtual strain gage technology, the virtual strain gages are named as E1 and E2 … … En, n is a positive integer, and each virtual strain gage comprises an axial virtual strain gage arranged parallel to the axis of a standard sample and a radial virtual strain gage arranged perpendicular to the axis of the standard sample. The location of the localized band, which has a certain width, can be determined from the cloud map, and software can be used to place multiple virtual strain gages in and out of the band, such as the one shown in fig. 1, three axial virtual strain gages E1, E2, and E3, where E2 and E3 are collinear, and two radial virtual strain gages E4 and E5, respectively.
f5. And drawing corresponding n stress-strain curves based on the strain data obtained by each virtual strain gauge and the stress data obtained by the compression testing machine, and obtaining the peak stress when the standard sample is damaged. Specifically, strain data can be obtained through image calculation, stress data can be obtained through data output by a rock mechanics tester, and then a stress-strain curve is drawn.
f6. And performing difference calculation on the n stress-strain curves to obtain an evolution curve of the strain difference inside and outside the deformation localization zone. And performing difference calculation on the stress-axial strain curves corresponding to the axial virtual strain gauges to obtain axial strain difference evolution curves, and performing difference calculation on the stress-radial strain curves corresponding to the radial virtual strain gauges to obtain radial strain difference evolution curves.
f7. And an obvious mutation point on the strain difference evolution curve is a point A, and the percentage value of the stress corresponding to the point A and the peak stress in the standard sample damage process is the rock strain localized starting stress level.
The present embodiment is explained by taking a confining pressure of 3MPa as an example, and fig. 2 shows three deformation localization in-band and out-band stress-axial strain curves drawn by the axial dummy strain gauges E1, E2 and E3 in step f5. In fig. 2, the horizontal axis represents strain, and the strains measured by the virtual strain gauges E1, E2, and E3 always increase; the stress is on the vertical axis and increases to a peak point and then decreases. FIG. 3 is a diagram showing the difference calculation of the three stress-strain curves in FIG. 2 to obtain the evolution curve of the difference of the axial strain inside and outside the deformation localization zone; as can be seen from fig. 3, at the point a, the axial strain difference evolution curve has a significant sudden change, and the stress level corresponding to the point a is the rock deformation localized starting stress level.
In one embodiment, for example, when a confining pressure of 3MPa is applied, the average stress peak X1 of a plurality of samples is 86.63MPa, and the stress value X2 corresponding to the inflection point a is 85.95MPa, the start-up stress level is X2/X1/85.95/86.63 is 99.2%.
The above method for obtaining the stress-axial strain curve and the axial strain difference evolution curve by using the axial virtual strain gauges E1, E2 and E3, and the method for obtaining the stress-radial strain curve and the radial strain difference evolution curve by using the radial virtual strain gauges E4 and E5 are the same as the above method, and are not repeated herein.
Taking the example of applying the confining pressure of 3MPa, the corresponding starting stress level is 99.2% (0.992), and the starting stress level when the confining pressure is 6MPa and 9MPa can be determined by adopting the method of the present invention, the specific process is the same as the above, and is not repeated here, so that the relationship graph of the deformation localization starting stress level with the change of the confining pressure shown in fig. 4 is drawn.
Based on the method, the relation between the rock deformation localization starting stress level and the influence factors can be analyzed, the influence factors are test conditions, such as different confining pressure, different water content, different temperature, different lithology and the like, and the relation between the rock deformation localization starting stress level and the influence factors is obtained by changing the test conditions during the test. The relationship between the rock deformation localization start stress level and different water content, different temperature and different lithology can also be obtained by analysis on the basis of the method provided by the invention, the specific process is the same as the obtained relationship graph of the deformation localization start stress level along with the change of the confining pressure, and the details are not repeated here.
In the description herein, reference to the description of the terms "preferred embodiment," "one embodiment," "some embodiments," "an example," "a specific example" or "some examples" or the like means that a particular feature, structure, material, or characteristic described in connection with the embodiment or example is included in at least one embodiment or example of the invention. In this specification, the schematic representations of the terms used above do not necessarily refer to the same embodiment or example. Furthermore, the particular features, structures, materials, or characteristics described may be combined in any suitable manner in any one or more embodiments or examples.
While embodiments of the invention have been shown and described, it will be understood by those of ordinary skill in the art that: various changes, modifications, substitutions and alterations can be made to the embodiments without departing from the principles and spirit of the invention, the scope of which is defined by the claims and their equivalents.
Claims (8)
1. A method of determining a rock strain localised initiation stress level comprising the steps of:
a. preparing a sample of the engineering rock mass to be tested, and processing the sample into a standard sample;
b. adopting black and white matte spray paint to spray speckles on the surface of the standard sample, and airing for later use;
c. placing a standard sample in a transparent triaxial pressure chamber, and applying a certain prestress by using a pressure head of a pressure tester;
d. setting the image acquisition frequency of an image acquisition system, and adjusting the angle and the position of a camera;
e. applying confining pressure on a standard sample according to a preset confining pressure loading rate, then loading according to a preset strain loading rate until the standard sample is damaged, and simultaneously, synchronously acquiring images by an image acquisition system until the standard sample is damaged;
f. analyzing the collected images through a virtual strain gauge technology, drawing stress-strain curves corresponding to the inside and the outside of the rock strain localization zone, drawing a strain difference value evolution curve of the corresponding stress-strain curves, wherein the corresponding stress level when the strain difference value evolution curve has an obvious inflection point is the rock strain localization starting stress level.
2. The method for determining the stress level for initiating strain localization in rock according to claim 1, wherein in step f, the specific analysis method for analyzing the collected image by the virtual strain gauge technique is as follows:
f1. obtaining stress-strain data corresponding to the whole damage process of the standard sample in the step e;
f2. acquiring an image corresponding to the whole process of the standard sample destruction in the step e;
f3. the image acquisition system calculates a change cloud picture of a strain field on the surface of the standard sample in the whole damage process of the standard sample;
f4. arranging a plurality of virtual strain gages inside and outside a deformation localization band on the cloud picture by adopting a virtual strain gage technology, and naming the virtual strain gages as E1 and E2 … … En, wherein n is a positive integer;
f5. drawing corresponding n stress-strain curves based on the strain data obtained by each virtual strain gauge and the stress data obtained by the pressure tester, and obtaining the peak stress when the standard sample is damaged;
f6. performing difference calculation on the n stress-strain curves to obtain a strain difference evolution curve inside and outside the deformation localization zone;
f7. and an obvious mutation point on the strain difference evolution curve is a point A, and the percentage value of the stress corresponding to the point A and the peak stress in the standard sample damage process is the rock strain localized starting stress level.
3. A method of determining a rock strain localised initiating stress level according to claim 2,
in step f4, the virtual strain gauge comprises an axial virtual strain gauge arranged parallel to the axis of the standard sample and a radial virtual strain gauge arranged perpendicular to the axis of the standard sample;
in step f6, performing difference calculation on the stress-axial strain curves corresponding to the axial virtual strain gauge to obtain an axial strain difference evolution curve, and performing difference calculation on the stress-radial strain curves corresponding to the radial virtual strain gauge to obtain a radial strain difference evolution curve.
4. The method for determining a rock strain localization activation stress level of claim 1, wherein the image acquisition system is a 3D-DIC system.
5. A method of determining a rock strain localised initiating stress level according to any one of claims 1 to 4 wherein in step c the pre-stress is 100N.
6. The method for determining the strain-localized activation stress level of a rock according to claim 5, wherein in step d, the image acquisition frequency is 1 f/s.
7. The method for determining the strain-localized activation stress level of a rock according to claim 6, wherein in step e, the confining pressure loading rate is 0.5 to 1MPa/s, and the strain loading rate is 10-6～10-4/s。
8. A method of determining a strain localised initiating stress level in a rock according to claim 1 or 2 or 3 or 4 or 6 or 7 wherein the standard specimen is a cylindrical specimen 25mm in diameter and 50mm high.
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Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113533047A (en) * | 2021-07-15 | 2021-10-22 | 天津大学 | Method for obtaining dynamic tensile stress-strain curve of rock |
| CN113865986A (en) * | 2021-08-27 | 2021-12-31 | 北京工业大学 | Device for non-contact detection of real-time high-temperature rock mass propagation coefficient by utilizing high-speed camera and DIC (digital image computer) technology |
| CN116519477A (en) * | 2023-07-04 | 2023-08-01 | 煤炭科学技术研究院有限公司 | Rock instability judging method, device and storage medium |
| CN116642750A (en) * | 2023-07-24 | 2023-08-25 | 长江三峡集团实业发展(北京)有限公司 | Rock strain localization starting time prediction method, device and equipment |
| CN117030705A (en) * | 2023-08-08 | 2023-11-10 | 天津大学 | Real-time low-temperature frost heaving deformation testing method based on three-dimensional DIC |
Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104034601A (en) * | 2014-07-03 | 2014-09-10 | 哈尔滨工业大学 | Method for accurately determining high-temperature mechanical property parameters of heat preventing material based on digital image related technology |
| CN104951619A (en) * | 2015-07-08 | 2015-09-30 | 大连交通大学 | Method for calculating structural stress of welding structure with virtual SMD (surface mounted device) method |
| US20180058212A1 (en) * | 2015-11-06 | 2018-03-01 | Baker Hughes, A Ge Company, Llc | Determining the Imminent Rock Failure State for Improving Multi-Stage Triaxial Compression Tests |
| CN110658067A (en) * | 2019-10-14 | 2020-01-07 | 中国科学院武汉岩土力学研究所 | Method for judging rock crack stress threshold value based on full-field strain measurement |
-
2020
- 2020-04-10 CN CN202010280200.2A patent/CN111413199A/en active Pending
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104034601A (en) * | 2014-07-03 | 2014-09-10 | 哈尔滨工业大学 | Method for accurately determining high-temperature mechanical property parameters of heat preventing material based on digital image related technology |
| CN104951619A (en) * | 2015-07-08 | 2015-09-30 | 大连交通大学 | Method for calculating structural stress of welding structure with virtual SMD (surface mounted device) method |
| US20180058212A1 (en) * | 2015-11-06 | 2018-03-01 | Baker Hughes, A Ge Company, Llc | Determining the Imminent Rock Failure State for Improving Multi-Stage Triaxial Compression Tests |
| CN110658067A (en) * | 2019-10-14 | 2020-01-07 | 中国科学院武汉岩土力学研究所 | Method for judging rock crack stress threshold value based on full-field strain measurement |
Non-Patent Citations (3)
| Title |
|---|
| 俞鑫炉等: "轴向钢筋增强混凝土一维应力层裂实验研究", 《工程力学》 * |
| 汤杨: "三轴压缩荷载作用下岩石时效特征研究", 《中国优秀博硕士学位论文全文数据库(博士)基础科学辑》 * |
| 王龙飞等: "岩石破坏全场变形演化规律的试验研究", 《煤炭科学技术》 * |
Cited By (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113533047A (en) * | 2021-07-15 | 2021-10-22 | 天津大学 | Method for obtaining dynamic tensile stress-strain curve of rock |
| CN113865986A (en) * | 2021-08-27 | 2021-12-31 | 北京工业大学 | Device for non-contact detection of real-time high-temperature rock mass propagation coefficient by utilizing high-speed camera and DIC (digital image computer) technology |
| CN113865986B (en) * | 2021-08-27 | 2023-12-29 | 北京工业大学 | Real-time high Wen Yanti propagation coefficient device by using high-speed camera and DIC technology in non-contact detection |
| CN116519477A (en) * | 2023-07-04 | 2023-08-01 | 煤炭科学技术研究院有限公司 | Rock instability judging method, device and storage medium |
| CN116519477B (en) * | 2023-07-04 | 2023-09-29 | 煤炭科学技术研究院有限公司 | Rock instability judging method, device and storage medium |
| CN116642750A (en) * | 2023-07-24 | 2023-08-25 | 长江三峡集团实业发展(北京)有限公司 | Rock strain localization starting time prediction method, device and equipment |
| CN116642750B (en) * | 2023-07-24 | 2023-10-20 | 长江三峡集团实业发展(北京)有限公司 | Rock strain localization starting time prediction method, device and equipment |
| CN117030705A (en) * | 2023-08-08 | 2023-11-10 | 天津大学 | Real-time low-temperature frost heaving deformation testing method based on three-dimensional DIC |
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