CN113125266A - Method for acquiring aging degradation evolution equation of rock cohesion and internal friction angle - Google Patents

Method for acquiring aging degradation evolution equation of rock cohesion and internal friction angle Download PDF

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CN113125266A
CN113125266A CN202110429499.8A CN202110429499A CN113125266A CN 113125266 A CN113125266 A CN 113125266A CN 202110429499 A CN202110429499 A CN 202110429499A CN 113125266 A CN113125266 A CN 113125266A
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邓鹏海
刘泉声
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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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    • G01—MEASURING; TESTING
    • G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
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    • G01—MEASURING; TESTING
    • 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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Abstract

The invention discloses a method for acquiring an evolution equation of aging degradation of cohesive force and internal friction angle of rock, which comprises the following steps: 1. measuring the wave velocity of the rock sample test pieces in the same batch to obtain rock samples with similar wave velocities; 2. carrying out loading test in the uniaxial compression chamber to obtain uniaxial compression instantaneous strength value sigmac0(ii) a 3. Setting confining pressure to be 0.05-0.30 times of uniaxial compression instantaneous strength, and performing triaxial compression indoor test to obtain triaxial compression strength and instantaneous cohesive force c0And angle of internal friction
Figure DDA0003030877700000011
4. Applying a load to 0.95 sigmac0Stopping loading and maintaining the load, and monitoring the change relationship between the axial strain and the transverse strain along with time to obtain a stress-time data point; 5. setting the load to 0.70-0.90 sigma respectivelyc0Obtaining a stress-failure time data point; 6.fitting the data points to obtain an evolution equation of the aging degradation of the uniaxial compressive strength of the rock; 7. and obtaining an evolution equation of the aging degradation of the cohesive force and the internal friction angle of the rock. The method can realize the real-time prediction of the degradation process of the cohesive force and the internal friction angle of the rock so as to realize the effective evaluation, prediction and analysis of the long-term stability of the rock engineering.

Description

Method for acquiring aging degradation evolution equation of rock cohesion and internal friction angle
Technical Field
The invention belongs to the field of rock mechanics and rock engineering, and particularly relates to a method for acquiring an evolution equation of aging degradation of rock strength including cohesive force and an internal friction angle.
Background
Rock in its natural state tends to decay in strength values (including cohesion and internal friction angle) and eventually to stable values, a phenomenon known as deterioration of the strength of the rock over time, and finally stable values known as long-term strength values of the rock. Factors causing the rock strength deterioration mainly comprise temperature, water, chemical-stress coupling effect, weathering effect and the like, and the deep understanding of the strength aging deterioration phenomenon of the rock and the accurate acquisition of the long-term strength value of the rock and the deterioration evolution equation of the long-term strength value along with time have important significance for the evaluation, prediction and analysis of the long-term stability of rock engineering, such as the long-term stability of a rock slope, the long-term stability of a rock dam foundation, the long-term stability of underground tunnel engineering and the like.
Current research focuses on obtaining long-term strength values of rock by different methods. Indoor experimental research shows that the rock strength has obvious rate dependence, namely, the rock strength is reduced along with the reduction of the loading rate, therefore, when the loading rate is decreased to infinity, the strength value obtained by the experiment tends to be stable, the strength value is long-term strength, and the long-term strength of the rock obtained by the method is called as direct method. Clearly, the direct process is quite time consuming, often as long as years or even decades, which is not practical. Therefore, the long-term strength values of the rock can be obtained by indirect methods, which mainly include a transition creep method, an isochronous stress-strain curve cluster method, a steady-state creep rate and stress relation method, a rheological volume strain method, a residual strain method, a strength and failure time relation method and the like.
In the indirect method, on one hand, only concrete numerical values of the rock uniaxial compression resistance or triaxial compression resistance long-term strength are interested, and the degradation evolution process of the rock strength along with time in the long-term process is ignored; on the other hand, only long-term strength values of uniaxial compressive strength of rock can be obtained by the above indirect method, and it is difficult to obtain long-term values of rock cohesion and internal friction angle and their evolution equations of deterioration with time, so that it is difficult to evaluate and predict long-term stability of rock mass engineering according to rock strength criteria. Therefore, the invention aims to provide a method for acquiring an evolution equation of the aging degradation of rock strength (including cohesive force and internal friction angle) under long-term action, so that the long-term stability evaluation prediction analysis of rock engineering is facilitated.
Disclosure of Invention
Aiming at the technical problems, the invention provides a method for acquiring an aging degradation evolution equation of rock cohesive force and an internal friction angle under the action of long-term load, which can realize long-term stability evaluation, prediction and analysis of rock engineering, including rock slope engineering, rock dam foundation engineering and underground tunnel engineering.
The technical scheme provided by the invention is as follows:
a rock cohesion and internal friction angle aging degradation evolution equation obtaining method comprises the following steps:
step 1, processing rock samples of the same batch into standard cylindrical test pieces, measuring the wave velocity of complete rock samples, and removing the rock samples with larger deviation with the average wave velocity; preferably, about 20 groups of complete rock samples with similar wave velocities are prepared, and the physical and mechanical properties of all rock samples are ensured to be similar;
step 2, carrying out a uniaxial compression indoor loading test, and obtaining a uniaxial compression instantaneous strength value sigma of the complete rock sample at a loading rate of 0.5-1.0 MPa/s according to a test method suggested by an engineering rock mass test method standard (GB/T50266-2013) and a coal and rock physical and mechanical property determination method (GB/T23561.11-2010)c0；
Step 3, setting the confining pressure to be 0.05, 0.10, 0.15, 0.20, 0.25 and 0.30 times of the uniaxial compressive strength, performing a triaxial compression indoor test according to a test method suggested by an engineering rock mass test method standard (GB/T50266-2013) and a coal and rock physical and mechanical property determination method (GB/T23561.11-2010) to obtain triaxial compressive strengths under different confining pressures, and further obtaining the instantaneous cohesive force c of the rock according to a linear Mohr-coulomb strength criterion0And angle of internal friction
Figure BDA0003030877680000021
Step 4. applying the load to the uniaxial compression instantaneous strength sigma by using the same loading rate as the step 2c0Stop loading after 0.95 times of the total weight of the steel wire and maintain the loadAnd monitoring the change relationship of the axial strain and the transverse strain under the load along with the time, when the axial strain or the transverse strain suddenly increases, as shown in figure 1, indicating that the rock sample has creep failure under the load, and recording failure time t1Stress-time data points (0.95 σ) were obtainedc0，t1)；
Step 5, setting the load as 0.90 time, 0.85 time, 0.80 time, 0.75 time and 0.70 time of the uniaxial compressive instantaneous strength respectively, and monitoring the rock sample failure time under different loads to obtain a series of stress-failure time data points;
step 6, fitting the stress-failure time data points to obtain an aging degradation evolution equation of the uniaxial compressive strength of the rock;
and 7, obtaining an evolution equation of the aging degradation of the cohesive force and the internal friction angle of the rock.
Further, the test piece had dimensions of 50mm in diameter by 100mm in height.
Further, in the step 5, creep load is applied step by step from high to low, so that the rock sample can be ensured to be subjected to creep damage until the creep damage is not generated for 30 days under low load, and a creep test at a lower load level is not performed any more.
Further, in the step 5, the data interval of the payload may be further encrypted.
Further, in said step 5, the loads were set to 0.925 times, 0.90 times, 0.875 times, 0.85 times, 0.825 times, 0.775 times, 0.75 times, 0.725 times, and 0.70 times, respectively, of the uniaxial compression instantaneous strength, as shown in fig. 2.
Further, in step 6, fitting a stress-failure time data point by using a fitting formula of a rock sample uniaxial compressive strength aging degradation evolution equation, wherein the formula is as follows:
Figure BDA0003030877680000031
in the formula: k is a radical ofσ(t) uniaxial compressive strength σ at arbitrary time tctWith instantaneous uniaxial compressive strength sigmac0Ratio of (a)c∞Is single-axis compression resistantThe intensity deteriorates by the final value.
Further, in the step 7, an evolution equation of the aging degradation of the rock cohesion and the internal friction angle is as follows:
Figure BDA0003030877680000032
Figure BDA0003030877680000033
in the formula: c (t),
Figure BDA0003030877680000034
Respectively representing the rock cohesive force and the internal friction angle at any moment; kp0Comprises the following steps:
Figure BDA0003030877680000035
part of the formula derivation description of the invention:
the derivation of the formulas in steps 6 and 7 is as follows:
fitting the stress-failure time data points obtained in the steps 4 and 5 by adopting the following formula to obtain an aging degradation evolution equation of the uniaxial compressive strength of the rock:
Figure BDA0003030877680000036
in the formula: k is a radical ofσ(t) uniaxial compressive strength σ at arbitrary time tctWith instantaneous uniaxial compressive strength sigmac0Ratio of (a)c∞The ultimate deterioration value of uniaxial compressive strength.
Numerous laboratory tests have shown that the confining pressure has little effect on the ultimate degree of deterioration of the triaxial compressive strength of different types of rock, as shown in table 1. Thus, the following relationship exists:
Figure BDA0003030877680000037
or
Figure BDA0003030877680000038
In the formula: k is a radical ofσIs the ratio of the long-term intensity to the instantaneous intensity, σ1∞、σ10Respectively, the three-axis compressive long-term strength value and the instantaneous value, sigma3Is confining pressure.
Taking the formula (3) as an example, let the bias stress under the long-term response and the transient response be σ respectivelyd∞＝σ1∞-σ3、σd0＝σ10-σ3The bias stress of the rock under transient and long term conditions is:
Figure BDA0003030877680000041
in the formula: c. C0、c∞Cohesion, K, at the instant and long-term response respectivelyp0、Kp∞Respectively as follows:
Figure BDA0003030877680000042
in the formula:
Figure BDA0003030877680000043
the internal friction angle at the transient response and the long-term response, respectively.
According to the formulas (3) and (4), the bias stress under the transient response and the bias stress under the long-term response have the following relationship:
Figure BDA0003030877680000044
under uniaxial compression conditions (σ)30), formula (6) is:
Figure BDA0003030877680000045
by substituting formula (7) for formula (6), we obtain:
Kp∞＝kσ·Kp0-kσ+1 (8)
let the ratio of the intensities at any time be kσ(t), then equation (8) can be rewritten as:
Kp(t)＝kσ(t)·Kp0-kσ(t)+1 (9)
by substituting formula (9) into formula (5), the following can be obtained:
Figure BDA0003030877680000046
in the formula:
Figure BDA0003030877680000047
is the internal friction angle at any time.
The aging degradation evolution equation of the internal friction angle obtained according to the formula (10) is as follows:
Figure BDA0003030877680000048
by substituting formula (8) into formula (7), the following can be obtained:
Figure BDA0003030877680000049
the deterioration evolution equation of the uniaxial compressive strength of the rock can be obtained according to the formula (1) as follows:
Figure BDA00030308776800000410
therefore, according to the formulas (11), (12) and (13), the aging degradation evolution equations of the internal friction angle, the cohesion and the uniaxial compressive strength of the rock can be obtained respectively. The aging degradation evolution equation acquisition process of the rock cohesion and the internal friction angle is shown in figure 3.
TABLE 1 triaxial compression long-term strength of different types of rock
Figure BDA0003030877680000051
Remarking: the strength ratio of granite is the bias stress ratio, i.e.
Figure BDA0003030877680000052
The invention has the beneficial effects that:
compared with the existing rock long-term strength acquisition method, the method has the following 3 characteristics: firstly, the whole process of the aging degradation evolution of the uniaxial compressive strength, cohesive force and internal friction angle of the rock can be obtained; the method has wide application range and can be simultaneously suitable for obtaining the strength aging degradation equation of the soft rock and the hard rock; and thirdly, according to the indoor test result, on the premise of assuming that the confining pressure has no influence on the aging degradation degree of the triaxial compressive strength of the rock, theoretically providing an aging degradation evolution equation of the rock cohesive force and the internal friction angle.
Drawings
FIG. 1 is a schematic representation of axial strain and transverse strain as a function of time under constant axial load;
FIG. 2 is a schematic diagram of rock load-failure time test data points and a fitted curve thereof;
FIG. 3 is a rock cohesion and internal friction angle aging degradation evolution equation acquisition process.
Detailed Description
The concrete implementation of the evolution equation of the rock cohesion and the aging degradation of internal friction angle related to the present invention is described in detail below with reference to the accompanying drawings, and the content of the present invention is not limited thereto at all.
Examples
The rock cohesion and internal friction angle aging degradation evolution equation acquisition process is as follows:
step 1, processing rock samples of the same batch into standard cylindrical test pieces with the diameter of 50mm multiplied by the height of 100mm, wherein the processed rock samples need to meet the standard specified in engineering rock mass test method standard (GB/T50266-2013), carrying out wave velocity measurement on complete rock samples, removing the rock samples with larger deviation with the average wave velocity, preparing about 20 groups of complete rock samples with similar wave velocity, and ensuring that the physical and mechanical properties of all the adopted rock samples are similar;
step 2, carrying out a uniaxial compression indoor loading test, and obtaining a uniaxial compression instantaneous strength value sigma of the complete rock sample at a loading rate of 0.5-1.0 MPa/s according to a test method suggested by an engineering rock mass test method standard (GB/T50266-2013) and a coal and rock physical and mechanical property determination method (GB/T23561.11-2010)c0；
Step 3. let the confining pressure sigma3Setting the uniaxial compression strength to be 0.05, 0.10, 0.15, 0.20, 0.25 and 0.30 times of the uniaxial compression strength, and carrying out a triaxial compression indoor test according to a test method suggested in engineering rock mass test method Standard (GB/T50266-2013) and coal and rock physical and mechanical Property determination method (GB/T23561.11-2010) to obtain a triaxial compression instantaneous strength value sigma under different confining pressures10At σ3Is abscissa, σ10As ordinate, let σ3-σ10Drawing in the same coordinate system, and obtaining the instantaneous cohesive force c of the rock according to the linear Moire-Coulomb strength criterion0And angle of internal friction
Figure BDA0003030877680000061
Step 4. applying the load to the uniaxial compression instantaneous strength sigma by using the same loading rate as the step 2c0Stopping loading and maintaining the load constant after 0.95 times of the total weight of the rock sample, monitoring the change relationship of axial strain and transverse strain under the load along with time, when the axial strain or the transverse strain suddenly increases, as shown in figure 1, indicating that the rock sample has creep failure under the load, and recording failure time t1Stress-time data points (0.95 σ) were obtainedc0，t1)；
And 5, setting the loads to be 0.90 time, 0.85 time, 0.80 time, 0.75 time and 0.70 time of the uniaxial compression instantaneous strength respectively as same as the step 4, monitoring the rock sample failure time under different loads until the rock sample does not generate creep failure after the load lasts for 30 days, and not performing the creep test at a lower stress level to obtain a series of stress-failure time data points. Further encrypting the load spacing to improve the fitting accuracy, setting the load to be 0.925 times, 0.875 times, 0.825 times, 0.775 times and 0.725 times of the uniaxial compression instantaneous strength respectively, and obtaining the stress-failure time series data points of the load, as shown in fig. 2;
and 6, fitting the stress-failure time data points obtained in the steps 4 and 5 by adopting the following formula to obtain a rock uniaxial compressive strength aging degradation evolution equation:
Figure BDA0003030877680000071
in the formula: k is a radical ofσ(t) uniaxial compressive strength σ at arbitrary time tctWith instantaneous uniaxial compressive strength sigmac0Ratio of (a)c∞The ultimate deterioration value of uniaxial compressive strength.
And 7, respectively obtaining an evolution equation of the aging degradation of the cohesive force and the internal friction angle of the rock according to the following formula:
Figure BDA0003030877680000072
Figure BDA0003030877680000073
in the formula: c (t),
Figure BDA0003030877680000074
Respectively representing the rock cohesive force and the internal friction angle at any moment; kp0Comprises the following steps:
Figure BDA0003030877680000075
therefore, according to the steps, the aging degradation evolution equation of the uniaxial compressive strength, the cohesive force and the internal friction angle is obtained.
Therefore, according to the steps, the invention provides a rock cohesion and internal friction angle aging degradation evolution equation acquisition method as shown in FIG. 3. According to the method provided by the invention, the cohesive force and the internal friction angle of the rock at different moments can be predicted in real time, and the evaluation and prediction of the long-term stability of the rock engineering can be facilitated.
The above description is only for the preferred embodiment of the present invention, but the scope of the present invention is not limited thereto, and any modification, equivalent replacement, and improvement made by those skilled in the art within the technical scope of the present invention should be included in the scope of the present invention.

Claims (7)

1. A rock cohesion and internal friction angle aging degradation evolution equation obtaining method is characterized by comprising the following steps:
step 1, processing rock samples of the same batch into standard cylindrical test pieces, measuring the wave velocity of complete rock samples, and removing the rock samples with larger deviation with the average wave velocity;
step 2, carrying out a loading test in the uniaxial compression chamber to obtain the uniaxial compression instantaneous strength value sigma of the complete rock samplec0；
Step 3, setting the confining pressure to be 0.05, 0.10, 0.15, 0.20, 0.25 and 0.30 times of the uniaxial compressive strength, performing a triaxial compression indoor test to obtain triaxial compressive strengths under different confining pressures, and further obtaining the instantaneous cohesive force c of the rock according to a linear Mohr-Coulomb strength criterion0And angle of internal friction
Figure FDA0003030877670000012
Step 4. applying a load to the uniaxial compressive instantaneous strength sigmac0Stopping loading and keeping the load unchanged after 0.95 times of the total weight of the load, monitoring the change relation of axial strain and transverse strain under the load along with the time, and recording the failure time t1Stress-time data points (0.95 σ) were obtainedc0，t1)；
Step 5, setting the load as 0.90 time, 0.85 time, 0.80 time, 0.75 time and 0.70 time of the uniaxial compressive instantaneous strength respectively, and monitoring the rock sample failure time under different loads to obtain a series of stress-failure time data points;
step 6, fitting the stress-failure time data points to obtain an aging degradation evolution equation of the uniaxial compressive strength of the rock;
and 7, obtaining an evolution equation of the aging degradation of the cohesive force and the internal friction angle of the rock.
2. The method of claim 1, wherein: the dimensions of the test piece were 50mm diameter x 100mm high.
3. The method of claim 1, wherein: and in the step 5, creep load is applied step by step from high to low, so that the rock sample can be ensured to be subjected to creep damage until the creep damage is not generated for 30 days under low load, and a creep test with a lower load level is not performed any more.
4. The method of claim 1, wherein: in step 5, the data interval of the payload may be further encrypted.
5. The method of claim 4, wherein: in the step 5, the loads were set to 0.925 times, 0.90 times, 0.875 times, 0.85 times, 0.825 times, 0.775 times, 0.75 times, 0.725 times, and 0.70 times, respectively, of the uniaxial compressive instantaneous strength.
6. The method of claim 1, wherein: in the step 6, fitting a stress-failure time data point by using a fitting formula of a rock sample uniaxial compressive strength aging degradation evolution equation, wherein the formula is as follows:
Figure FDA0003030877670000011
in the formula: k is a radical ofσ(t) uniaxial resistance at any time tCompressive strength sigmactWith instantaneous uniaxial compressive strength sigmac0Ratio of (a)c∞The ultimate deterioration value of uniaxial compressive strength.
7. The method of claim 1, wherein: in the step 7, an evolution equation of the aging degradation of the rock cohesion and the internal friction angle is as follows:
Figure FDA0003030877670000021
Figure FDA0003030877670000022
in the formula: c (t),
Figure FDA0003030877670000023
Respectively representing the rock cohesive force and the internal friction angle at any moment; kp0Comprises the following steps:
Figure FDA0003030877670000024
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Cited By (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN115964901A (en) * 2023-03-16 2023-04-14 中国科学院地质与地球物理研究所 Simulation method and system for water-induced rock strength deterioration based on discrete unit method

Citations (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN103076245A (en) * 2012-12-28 2013-05-01 长江水利委员会长江科学院 Method for measuring change law and values of deep-buried hard rock mechanical parameters
CN103197042A (en) * 2013-02-27 2013-07-10 北京科技大学 Computing method for representative elementary volume of jointed rock
CN106813994A (en) * 2017-03-22 2017-06-09 重庆大学 The large-scale many specimen test devices of MTS CYCLIC LOADINGs single and discreteness discrimination method
CN112362520A (en) * 2020-10-30 2021-02-12 武汉大学 Finite element-discrete element coupling numerical simulation program (FDEM) input parameter rapid calibration method
CN112525684A (en) * 2020-11-20 2021-03-19 西南石油大学 Rock cohesion-internal friction angle calculation method based on digital core technology

Patent Citations (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN103076245A (en) * 2012-12-28 2013-05-01 长江水利委员会长江科学院 Method for measuring change law and values of deep-buried hard rock mechanical parameters
CN103197042A (en) * 2013-02-27 2013-07-10 北京科技大学 Computing method for representative elementary volume of jointed rock
CN106813994A (en) * 2017-03-22 2017-06-09 重庆大学 The large-scale many specimen test devices of MTS CYCLIC LOADINGs single and discreteness discrimination method
CN112362520A (en) * 2020-10-30 2021-02-12 武汉大学 Finite element-discrete element coupling numerical simulation program (FDEM) input parameter rapid calibration method
CN112525684A (en) * 2020-11-20 2021-03-19 西南石油大学 Rock cohesion-internal friction angle calculation method based on digital core technology

Non-Patent Citations (4)

* Cited by examiner, † Cited by third party
Title
刘德良 等: "《地球与类地行星构造地质学》", 31 July 2009, 中国科技大学出版社 *
宋彦琦 等: "冻融循环条件下灰岩物理力学性能试验", 《科学技术与工程》 *
张国华 等: "《矿压测试技术》", 31 July 2014, 煤炭工业出版社 *
邓鹏海: "深部软弱地层TBM掘进挤压变形卡机及防控过程FDEM数值模拟研究", 《中国优秀博硕士学位论文全文数据库(博士)》 *

Cited By (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN115964901A (en) * 2023-03-16 2023-04-14 中国科学院地质与地球物理研究所 Simulation method and system for water-induced rock strength deterioration based on discrete unit method
CN115964901B (en) * 2023-03-16 2023-05-16 中国科学院地质与地球物理研究所 Simulation method and system for water-induced rock strength degradation based on discrete unit method

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