CN110006738B - Rock brittleness evaluation method based on stress-strain curve and scratch test - Google Patents
Rock brittleness evaluation method based on stress-strain curve and scratch test Download PDFInfo
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- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N2203/00—Investigating strength properties of solid materials by application of mechanical stress
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- G01N2203/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N2203/0058—Kind of property studied
- G01N2203/0069—Fatigue, creep, strain-stress relations or elastic constants
- G01N2203/0075—Strain-stress relations or elastic constants
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- G01N2203/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N2203/02—Details not specific for a particular testing method
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- G01N2203/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N2203/02—Details not specific for a particular testing method
- G01N2203/025—Geometry of the test
- G01N2203/0256—Triaxial, i.e. the forces being applied along three normal axes of the specimen
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- G—PHYSICS
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- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N2203/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N2203/02—Details not specific for a particular testing method
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- G—PHYSICS
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- G01N2203/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N2203/02—Details not specific for a particular testing method
- G01N2203/06—Indicating or recording means; Sensing means
- G01N2203/067—Parameter measured for estimating the property
- G01N2203/0682—Spatial dimension, e.g. length, area, angle
Abstract
The invention provides a rock brittleness evaluation method based on a stress-strain curve and a scratch test, which comprises the following steps: evaluating the rock from the ground stress environment and the pore pressure of the rock to obtain the stratum condition of the rock; selecting rock mechanics experiments which accord with the environment of the rock sample to be tested, including conventional triaxial compression experiments or triaxial compression experiments considering pore pressure, and scratch tests; acquiring a pre-peak strain energy density value, a crack initiation stress value, a peak stress value, a residual stress value, and strain magnitude and crack line density corresponding to the peak stress value and the residual stress value; and determining the value range of the effective stress coefficient alpha according to the pore pressure of the tested rock sample, and substituting the pre-peak strain energy value, the initiation stress value, the peak stress value, the residual stress value, the strain values corresponding to the residual stress value and the crack line density into a brittleness index calculation formula to obtain the brittleness index of the rock to be tested. The brittleness evaluation method improves the accuracy and the applicability of rock brittleness evaluation.
Description
Technical Field
The invention relates to the technical field of deep rock mechanics, in particular to a rock brittleness evaluation method based on a stress-strain curve and a scratch test.
Background
The classical view is that rock is not or rarely permanently deformed into brittle fracture before it breaks. Deep rock generally has a high brittleness, and is often accompanied by a complex environment of high temperature and pressure. Brittleness is an important property of rock, and evaluation of brittleness has important guiding significance for rock engineering. For example, in petroleum engineering, brittleness is an important index for evaluating reservoir geomechanical characteristics and hydraulic fracture propagation evaluation; in deep rock mass engineering under complex stress conditions, brittleness of rock mass is an important internal factor influencing engineering disasters such as rock burst. At present, scholars at home and abroad do not form a uniform evaluation standard about brittleness of rocks yet, for example, a coal rock brittleness evaluation method disclosed in the Chinese patent application with the publication number of CN108827774A is complex and only suitable for coal rocks by establishing a rock damage constitutive model of power function distribution and considering the mechanical characteristics and the distribution characteristics of a cleat and a fracture system; the method for rapidly calculating the rock brittleness based on the logging data disclosed in the Chinese patent application with the publication number of CN106547034A is questionable in the reliability of the test result because certain errors can be brought by the analysis and the explanation of the logging data. Because the brittleness of the rock is closely related to the mechanical property of the rock, the rock brittleness can be accurately evaluated by analyzing the mechanical property of the rock under the environment.
The Chinese invention patent application with the publication number of CN106908322A provides a rock brittleness index evaluation method based on a full stress-strain curve, which comprises the following steps: evaluating the geological environment of the rock sample to be tested from the aspects of ground stress, temperature, water pressure and the like; selecting rock mechanics experiments conforming to the geological environment of the rock sample to be tested, including uniaxial compression experiments, triaxial compression experiments considering temperature and triaxial compression experiments considering water pressure; acquiring each characteristic stress value and the corresponding strain magnitude thereof in the experimental process; and according to the proposed brittleness index calculation method, substituting the characteristic stress value and the strain into the calculation to obtain the brittleness index of the rock to be measured. However, the evaluation method is not suitable for brittle evaluation of the fractured rock, and has low accuracy and reliability, and no scientific evaluation method aiming at the brittle of the fractured rock exists at present.
Disclosure of Invention
In order to solve the technical problem that no scientific evaluation method aiming at the brittleness of fractured rocks exists in the prior art, the invention provides the rock brittleness evaluation method based on the stress-strain curve and the scratch test.
In order to achieve the above object, the present invention provides a rock brittleness evaluation method based on a stress-strain curve and a scratch test, comprising the following steps performed in sequence:
(1) evaluating the rock from the ground stress environment and the pore pressure of the rock to obtain the stratum condition of the rock;
(2) selecting rock mechanics experiments which accord with the environment of the rock sample to be tested, including conventional triaxial compression experiments or triaxial compression experiments considering pore pressure, and scratch tests;
(3) acquiring a pre-peak strain energy density value, a crack initiation stress value, a peak stress value, a residual stress value and corresponding strain magnitude in the experimental process; obtaining the crack line density D according to the scratch test resultF；
(4) Determining the value range of the effective stress coefficient alpha according to the pore pressure of the tested rock sample, and then carrying out calculation on the pre-peak strain energy value, the initiation stress value, the peak stress value, the residual stress value, the corresponding strain value and the crack line density according to a brittleness index calculation method to obtain the brittleness index of the rock to be tested;
the calculation method of the brittleness index B comprises the following steps:
B＝B1+B2
wherein the content of the first and second substances,
B2＝log(DF+1)
wherein:
σpin order to be the peak stress,pis the peak strain, σrIn order to be a residual stress, it is preferable that,rfor residual strain, α is the effective stress coefficient, PPIs pore pressure, UDIs the pre-peak strain energy density, is the strain value corresponding to a section of curve from the original point to the peak point, sigma is the stress value on the corresponding curve, V is the core sample volume, DFFor crack line density, obtained by scratch test.
Preferably, for compact rock, a conventional triaxial compression experiment and a scratch test are selected for a rock mechanics experiment, and confining pressure needs to be set according to formation conditions in the triaxial compression experiment condition setting.
Preferably, for the fractured rock, the triaxial compression test and the scratch test considering the pore pressure are selected for the rock mechanics test.
In any of the above embodiments, it is preferable that in the conventional triaxial compression test and the triaxial compression test considering pore pressure, the confining pressure is set to the formation depth/100 Mpa according to the formation conditions, for example, the formation depth is 4000m, and then the corresponding confining pressure is set to 4000/100 Mpa-40 Mpa.
In any of the above embodiments, preferably, the pore pressure is zero, and the effective stress coefficient α in the brittleness index calculation method is 0.
In any of the above embodiments, preferably, the pore pressure is not zero, and the effective stress coefficient α in the brittleness index calculation method is 0.3 to 0.5.
Preferably, either of the above schemes is that for low porosity and low permeability reservoirs, the porosity is 10-15%, and the permeability is 5-50 × 10-3μm2The effective stress coefficient was taken to be 0.3.
Preferably, in any of the above schemes, the porosity is up to that of reservoirs with higher porosity and permeability, such as unconsolidated sandstone reservoirs>25% permeability>500×10-3μm2The effective stress factor may be 0.4-0.5.
The rock brittleness evaluation method based on the stress-strain curve and the scratch test is a comprehensive calculation method of brittleness index based on a triaxial compression experiment full stress-strain curve aiming at geological environment of the rock, is suitable for brittleness evaluation of compact rock and brittleness evaluation of fractured rock, and is high in accuracy, strong in reliability and wide in applicability.
Drawings
Fig. 1 is a schematic flow chart of a rock brittleness evaluation method based on a stress-strain curve and a scratch test according to a preferred embodiment of the present invention.
FIG. 2 is a schematic diagram of a calculation method of pre-peak strain energy density.
Fig. 3 is a stress-strain curve of a rock mechanics experiment according to a preferred embodiment of the rock brittleness evaluation method based on a stress-strain curve and a scratch test of the present invention.
Fig. 4 is a scratch test result of the embodiment shown in fig. 3.
Fig. 5 is a stress-strain curve of a rock mechanics experiment according to another preferred embodiment of the rock brittleness evaluation method based on a stress-strain curve and a scratch test of the present invention.
Fig. 6 is a scratch test result of the embodiment shown in fig. 5.
Fig. 7 is a stress-strain curve of a rock mechanics experiment according to still another preferred embodiment of the rock brittleness evaluation method based on a stress-strain curve and a scratch test according to the present invention.
Fig. 8 is a scratch test result of the embodiment shown in fig. 7.
Detailed Description
The technical solution in the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings in the embodiments of the present invention. The described embodiments are only some embodiments of the invention, not all embodiments. In the following examples, the rock sample used for the triaxial compression experiment is a cylinder with a diameter of 25mm and a length of 50mm, and the test rock sample used for the scratch test is a core column with a length of 200 mm.
Example 1
The brittleness index evaluation is carried out on the compact carbonate rocks with different burial depths, and the method steps are shown in figure 1 and specifically as follows:
the rock is evaluated from the ground stress environment and the pore pressure of the rock: evaluating the geological environment of the compact carbonate rock: the buried depth is widely distributed, 4000 meters from the ground surface to the underground, the rock is extremely compact, and the interior of the rock hardly contains fluid;
(II) selecting a rock mechanics experiment which accords with the environment where the rock sample to be detected is located: as the main influencing factor in the geological environment of the rock sample is the ground stress, the conventional triaxial compression experiment is adopted, the experiment number is 4, and the confining pressures are respectively set to be 10MPa, 20MPa, 30MPa and 40 MPa. For extremely tight reservoirs, the effective stress coefficient takes 0. Obtaining a complete stress-strain curve of 4 samples through an RTR-1500 triaxial experiment system, as shown in FIG. 3; obtaining a scratch test result of the compact carbonate rock by a scratch tester, as shown in fig. 4;
thirdly, acquiring a pre-peak strain energy density value, a crack initiation stress value, a peak stress value, a residual stress value and corresponding strain magnitude in the experimental process; obtaining the crack line density D according to the scratch test resultF: the relationship between the pre-peak strain energy density and the stress-strain curve is shown in fig. 2, the stress-strain result of the embodiment is shown in fig. 3, and by combining fig. 2 and fig. 3, the stress-strain curves of four rock samples can be obtained, and the stress values, the strain values and the pre-peak strain energy density of the rock samples are shown in table 1.
TABLE 1 stress values, strain values and pre-peak strain energy density values of various tight carbonate rocks
Meanwhile, according to fig. 4, the number of cracks of the compact carbonate rock is 4, which is converted into a density D of cracksFIs 20 strips/m.
In the embodiment, the rock is compact carbonate rock, almost no fluid is contained, and the pore pressure is close to zero, so that the effective stress coefficient is 0, and then according to a brittleness index calculation method, the pre-peak strain energy value, the initiation stress value, the peak stress value, the residual stress value, the strain value corresponding to the pre-peak strain energy value, and the crack line density are substituted for calculation to obtain the brittleness index of the rock to be tested;
the calculation formula of the brittleness index B is as follows:
B＝B1+B2
B2＝log(DF+1)
according to calculation, the brittleness indexes of the compact carbonate rock at 10MPa, 20MPa, 30MPa and 40MPa are 2.9578, 2.7464, 2.6643 and 2.3475. From this, it can be seen that the relative degrees of brittleness of the compact carbonate rock under different confining pressure conditions are as follows: 10MPa >20MPa >30MPa >40 MPa.
Example 2
For a certain low-porosity and low-permeability reservoir (the porosity is 10-15%, and the permeability is 5-50 x 10)-3μm2) As shown in fig. 1, the brittleness index calculation method provided by the embodiment of the present invention includes the following steps:
evaluating the geological environment of the shale: the buried depth is 4000 meters to 4200 meters, the rock has the characteristics of low porosity and low permeability, the difference of area pore pressure is large, and the pressure coefficient is different from 1.1 to 1.5.
And (II) because the main influencing factors are the ground stress and the pore pressure in the geological environment of the rock sample, a triaxial compression experiment is selected, the experiment quantity is 4, the confining pressure is set to be 80MPa, and the pore pressures are respectively 45MPa, 50MPa, 55MPa and 60 MPa. For low pore, low permeability reservoirs, the effective stress coefficient was taken to be 0.3. Obtaining a complete stress-strain curve of 4 samples through an RTR-1500 triaxial experiment system, as shown in FIG. 5;
and (III) according to the graph of FIG. 5, stress values, strain values and pre-peak strain energy densities of the rock samples obtained by the stress-strain curves of the four rock samples are shown in Table 2.
TABLE 2 stress values, strain values and pre-peak strain energy density values of shale in a low-porosity and low-permeability reservoir
At the same time, according to FIG. 6, this exampleThe number of fractures of shale of the low-porosity and low-permeability reservoir in the example is 10, and is converted into fracture line density DFIs 50 strips/m.
And (IV) determining the value range of the effective stress coefficient according to the pore pressure of the tested rock sample, wherein in the embodiment, the effective stress coefficient is 0.3 for the low-porosity and low-permeability reservoir stratum because the pore pressure is not zero. Then, substituting the pre-peak strain energy value, the initiation stress value, the peak stress value, the residual stress value, the strain value corresponding to the residual stress value and the crack line density into the calculation to obtain the brittleness index of the rock to be measured;
the calculation method of the brittleness finger B comprises the following steps:
B＝B1+B2
B2＝log(DF+1)
the brittleness indexes of the obtained shale under 80MPa of confining pressure and different pore pressures of 45MPa, 50MPa, 55MPa and 60MPa are 3.6157, 3.5357, 3.3509 and 3.0108. From the above, it is known that, for shale, under the conditions of 80MPa confining pressure and different pore pressures, the relative degree of brittleness is as follows: pore pressure 45MPa, pore pressure 50MPa, pore pressure 55MPa and pore pressure 60 MPa.
Example 3
The brittleness index evaluation of the compact carbonate rock is carried out, and the method steps are shown in figure 1 and specifically comprise the following steps:
evaluating the geological environment of the carbonate rock: the section of carbonate rock is compact, no fluid exists in the underground environment, and the burial depth of the section of carbonate rock is about 4000 m;
(II) setting the conditions of a triaxial compression experiment according to the environment of the rock: because no fluid exists in the geological environment of the rock sample, the influence of fluid pore pressure does not need to be considered, the main influencing factor is the ground stress, and therefore, a conventional triaxial compression experiment is selected.
In this example, the number of experiments is 1, and the confining pressure is set to 40MPa according to the buried depth of the rock. In this example, since no fluid exists and the void pressure is zero, the effective stress factor is 0. The complete stress-strain curve of the sample was obtained by the RTR-1500 triaxial experimental system, as shown in FIG. 7.
Performing scratch test on the strain gauge to obtain an experimental result, as shown in figure 8 (III), and acquiring a pre-peak strain energy density value, a cracking stress value, a peak stress value, a residual stress value and corresponding strain magnitude in the experimental process; obtaining the crack line density D according to the scratch test resultF: the relationship 2 between the pre-peak strain energy density and the stress-strain curve is shown, the stress-strain result of the present embodiment is shown in fig. 7, and by combining fig. 2 and fig. 7, the stress-strain curve of the rock sample can be obtained, and the stress values, the strain values and the pre-peak strain energy density of the rock sample are shown in table 3.
TABLE 3 stress values, strain values and pre-peak strain energy density values of the compact carbonate rock
Meanwhile, according to fig. 8, the length of the experimental core segment is 20cm, and according to the continuous strength experimental result, it can be observed that the number of cracks of the carbonate rock is 5, and therefore, the linear density is converted into 25/m.
In the embodiment, the effective stress coefficient is 0 because the rock is compact carbonate rock, no fluid exists and the pore pressure is zero, and then the pre-peak strain energy value, the initiation stress value, the peak stress value, the residual stress value and the corresponding strain value and crack line density are substituted for calculation according to a brittleness index calculation method to obtain the brittleness index of the rock to be measured;
the calculation method introduced into the brittleness index B,
B＝Bl+B2
B2＝log(DF+1)
the brittleness index of the carbonate rock at 40MPa was 2.278.
Compared with the evaluation method in the prior art, the accuracy and reliability of the brittleness index evaluation method provided by the invention are compared, and the result shows that the evaluation method in the prior art has some stress-strain curves meeting certain characteristics, so that the brittleness of the brittle material cannot be accurately evaluated, and abnormal conclusions such as different curves and the like can be obtained; the brittleness evaluation method can avoid abnormal conclusion and accurately evaluate. Therefore, the method of the invention has better accuracy and stronger reliability.
The above-mentioned embodiments are intended to illustrate the objects, technical solutions and advantages of the present invention in further detail, and it should be understood that the above-mentioned embodiments are only exemplary embodiments of the present invention, and are not intended to limit the scope of the present invention, and any modifications, equivalent substitutions, improvements and the like made within the spirit and principle of the present invention should be included in the scope of the present invention.
Claims (8)
1. A rock brittleness evaluation method based on a stress-strain curve and a scratch test comprises the following steps of:
(1) evaluating the rock from the ground stress environment and the pore pressure of the rock to obtain the stratum condition of the rock;
(2) selecting rock mechanics experiments conforming to the environment of the rock sample to be tested, wherein the rock mechanics experiments comprise a three-axis compression experiment and a scratch test, and the three-axis compression experiment comprises a conventional three-axis compression experiment or a three-axis compression experiment considering pore pressure;
(3) obtaining the pre-peak strain energy density value, the crack initiation stress value and the peak in the experimental processThe value stress value and the residual stress value and the corresponding strain magnitude; obtaining the crack line density D according to the scratch test resultF；
(4) Determining the value range of the effective stress coefficient alpha according to the pore pressure of the tested rock sample, and then substituting the pre-peak strain energy value, the initiation stress value, the peak stress value, the residual stress value, the corresponding strain value and the crack line density for calculation according to a brittleness index calculation method to obtain the brittleness index of the rock to be tested;
the calculation method of the brittleness index B comprises the following steps:
B＝B1+B2
wherein the content of the first and second substances,
B2＝log(DF+1)
wherein:
σpin order to be the peak stress,pis the peak strain, σrIn order to be a residual stress, it is preferable that,rfor residual strain, α is the effective stress coefficient, PPIs pore pressure, UDIs the pre-peak strain energy density, is the strain value corresponding to a section of curve from the original point to the peak point, sigma is the stress value on the corresponding curve, V is the core sample volume, DFFor crack line density, obtained by scratch test.
2. The evaluation method according to claim 1, wherein for the compact rock, the rock mechanics experiment uses a conventional triaxial compression experiment and a scratch test, and the confining pressure is set according to the formation condition in the triaxial compression experiment condition setting.
3. The evaluation method according to claim 1, wherein for the fractured rock, a triaxial compression test considering pore pressure and a scratch test are selected for the rock mechanics test.
4. The evaluation method according to claim 2 or 3, wherein in a conventional triaxial compression test or a triaxial compression test considering pore pressure, the confining pressure is set to a formation depth/100 Mpa according to formation conditions.
5. The evaluation method according to claim 4, wherein the pore pressure is zero and the effective stress coefficient α in the brittleness index calculation method is 0.
6. The method according to claim 4, wherein the pore pressure is not zero and the effective stress coefficient α in the brittleness index calculation method is 0.3 to 0.5.
7. The method of claim 6, wherein the permeability is 5-50 × 10 for a porosity of between 10-15%-3μm2The effective stress coefficient of the reservoir of (1) is 0.3.
8. The method of claim 6, wherein the porosity is achieved>25% permeability>500×10-3μm2The effective stress coefficient of the reservoir is 0.4-0.5.
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| CN110726608B (en) * | 2019-11-08 | 2022-04-05 | 西南石油大学 | Shale brittleness evaluation method based on stress-strain curve energy evolution |
| CN111238931B (en) * | 2019-12-30 | 2023-08-22 | 长江大学 | Shale brittleness index evaluation method based on energy evolution |
| CN111238939A (en) * | 2020-03-17 | 2020-06-05 | 中联煤层气有限责任公司 | Method and device for determining rock brittleness index |
| CN111504779B (en) * | 2020-04-07 | 2021-04-16 | 武汉大学 | Method and device for determining rock softening curve by using brittleness index |
| CN111504780B (en) * | 2020-04-07 | 2021-02-02 | 武汉大学 | Method and device for determining rock softening curve in bonding crack model |
| CN111983194A (en) * | 2020-08-31 | 2020-11-24 | 长安大学 | Oil and gas reservoir rock fracturing experimental analysis method |
| CN112461662B (en) * | 2020-11-26 | 2022-05-06 | 西南石油大学 | Novel method for quantitatively representing rock brittleness based on stress-strain curve |
| CN112505085B (en) * | 2021-02-05 | 2021-04-09 | 西南石油大学 | Method for measuring porosity effective stress coefficient based on nuclear magnetic resonance |
| CN113051727B (en) * | 2021-03-13 | 2022-12-23 | 西华大学 | Brittleness evaluation method and system based on rock pre-peak crack initiation and post-peak stress characteristics |
| CN115356223B (en) * | 2022-10-20 | 2022-12-20 | 中国矿业大学(北京) | Device and method for measuring shale brittleness index continuous section based on high-temperature and high-pressure scratches |
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