CN105547994B - A kind of method of testing of rock frictional test coefficient - Google Patents
A kind of method of testing of rock frictional test coefficient Download PDFInfo
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Abstract
The present invention provides a kind of method of testing of rock frictional test coefficient, including：Step 1, the rock sample of cylinder is prepared, wherein, height and the diameter ratio of the rock sample are more than 2:1；Step 2, the rock sample is placed on and vacuumized in saturation device, saturation is carried out using saturated liquid；Step 3, axial deformation-sensor and radial deformation sensor is installed on the rock sample, and the rock sample is put into the triaxial chamber of rock triaxial test machine；Step 4, triaxial test is carried out to the rock sample using the rock triaxial test machine；Step 5, the rock triaxial test machine is closed, takes out the rock sample of destroyed, measures the angle of its fracture surface and its end face；Step 6, rock frictional test coefficient is calculated according to formula.The present invention can simulate underground condition, measure the coefficient of friction of rock under formation conditions.
Description
Technical field
The present invention relates to rock mechanics field, in particular it relates to a kind of method of testing of rock frictional test coefficient.
Background technology
For two geologic bodies being connected (object), friction effect is very important research class in rock mechanics
Topic.From small yardstick, fracture surface or joint plane slide and produce friction, and fracture surface can be new caused or deposit
In stratum.Said from large scale, the slip of tomography can also produce friction.
After stratum intrinsic fracture slides, intrinsic fracture becomes have permeable effective fracture.The coefficient of friction of rock is higher,
The slip of rock is more difficult.Therefore, rock frictional test coefficient test fracture efficiency analysis is very important.
As shown in figures 1A-d, currently used rock frictional test coefficient determination method is divided into following four：
Figure 1A is using the schematic diagram of staight scissors method measurement coefficient of friction, applies an a direct stress N and shear stress T, institute
It is rock direct shear apparatus with equipment.In the presence of shear stress T, rock slides, and displacement and shear stress curve is recorded, for asking for rubbing
Wipe coefficient.
Figure 1B is that the method is similar with staight scissors method using the schematic diagram of double shear method measurement coefficient of friction, simply more one
Direct stress N and a sample.Double shear method shortcoming is that friction area can change in shear history.
Fig. 1 C are using the schematic diagram of torsional technique measurement coefficient of friction, are no matter displacement is much the advantages of the method, contact
Area is constant.
Fig. 1 D are the schematic diagrames of precracking three-axis friction coefficient measurement, and this method is at a certain angle to cut rock core, people
Work manufactures a sliding surface.Experiment can measure under the conditions of high pressure, high temperature and pore pressure, and measurement data presses close to stratum reality
Border, it is the most frequently used method of deep layer friction coefficient measurement.Three-axis friction coefficient testing procedure includes：By column rock core along with it is straight
Footpath plane is cut with an angle；By rock core by plane is cut to good, with heat-shrink tube pyrocondensation, triaxial chamber (triaxial is placed on
Cell in), confined pressure and axial stress are loaded, then using the deformation quantity of rock core as transverse axis, using the stress of application as the longitudinal axis, drawing should
Force-strain curve.
It can be seen that existing conventional rock frictional test coefficient measuring method all (must pass through to the artificial prefabricated rubbing surface of rock
Artificial pre-production rock frictional test face).But artificial prefabricated rubbing surface and the rubbing surface in crack is naturally occurred in roughness peace
Had differences on slippery, will result in measurement result and actually have very big gap.
The content of the invention
The main purpose of the embodiment of the present invention is to provide a kind of new method of testing of rock frictional test coefficient, existing to solve
Problem present in the measurement of rock frictional test coefficient, will form crack rubbing surface, rather than people under simulation stratum condition in technology
Work is prefabricated.
To achieve these goals, the embodiment of the present invention provides a kind of method of testing of rock frictional test coefficient, including：Step
1, the rock sample of cylinder is prepared, wherein, height and the diameter ratio of the rock sample are more than 2:1；Step 2, by described in
Rock sample, which is placed on, to be vacuumized in saturation device, and saturation is carried out using saturated liquid；Step 3, installed on the rock sample
Axial deformation sensor and radial deformation sensor, and the rock sample is put into the triaxial chamber of rock triaxial test machine；
The axial deformation sensor is used to detect the deformation quantity of the rock sample in the axial direction, and the radial deformation sensor is used for
Detect the deformation quantity of the rock sample diametrically；Step 4, the rock sample is entered using the rock triaxial test machine
Row triaxial test, including：Confined pressure is loaded with simulated ground stress to the rock sample using confined pressure loader；Loaded using pore pressure
Device applies pressure to simulate pore pressure to the rock sample；Rock sample loading axially should using axially loaded device
Power, so that the rock sample deforms upon and occurred crack with a default rate of deformation, judge the change of the axial stress
When amount tends to 0, the value of the now axial stress is defined as residual strength；Step 5, the rock triaxial test machine is closed,
The rock sample of destroyed is taken out, measures the angle of its fracture surface and its end face；Step 6, rock is calculated according to equation below
Stone coefficient of friction：
In formula, σ 1 is residual strength；
σ 2 is confined pressure；
p0For pore pressure；
σ is the direct stress on fracture surface；
τ is the shear stress on fracture surface；
β is fracture surface and the angle of end face；
μ is rock frictional test coefficient.
In one embodiment, the flatness of the end face of the rock sample is less than 0.001mm, and the flatness of side is less than
0.3mm。
In one embodiment, the rock sample is put into the triaxial chamber of rock triaxial test machine, including：By the rock
Stone test specimen is placed in the weighted platform that top is sphere, and makes the axis of the weighted platform and the axis of the rock sample
Line overlaps.
In one embodiment, the saturated liquid is stratum water.
In one embodiment, the saturated liquid is the normal saline solution configured according to strata condition.
The present invention can simulate underground condition, measure the coefficient of friction of rock under formation conditions, and not prefabricated crack can be with
More real simulated formation slides, and can continue after conventional rock triaxial compression test is completed, and can measure
More rock mechanics parameters, more save core sample.
Brief description of the drawings
In order to illustrate more clearly about the embodiment of the present invention or technical scheme of the prior art, embodiment will be described below
In the required accompanying drawing used be briefly described, it should be apparent that, drawings in the following description be only the present invention some
Embodiment, for those of ordinary skill in the art, on the premise of not paying creative work, can also be attached according to these
Figure obtains other accompanying drawings.
Figure 1A is staight scissors method measurement coefficient of friction schematic diagram；
Figure 1B is double shear method measurement coefficient of friction schematic diagram；
Fig. 1 C are torsional technique measurement coefficient of friction schematic diagrames；
Fig. 1 D are precracking three-axis friction coefficient measuring method schematic diagrames；
Fig. 2 is the particular flow sheet of illustrative methods of the present invention；
Fig. 3 is sample schematic diagram after experiment；
Fig. 4 is the schematic diagram of rock triaxial test machine；
Fig. 5 is the stress-strain curve schematic diagram in triaxial test；
Fig. 6 is that the stress that radial deformation sensor, axial deformation sensor and rock sample are installed on rock sample is shown
It is intended to.
Embodiment
Below in conjunction with the accompanying drawing in the embodiment of the present invention, the technical scheme in the embodiment of the present invention is carried out clear, complete
Site preparation describes, it is clear that described embodiment is only part of the embodiment of the present invention, rather than whole embodiments.It is based on
Embodiment in the present invention, those of ordinary skill in the art are obtained every other under the premise of creative work is not made
Embodiment, belong to the scope of protection of the invention.
Illustrative methods
The illustrative methods of the present invention provide a kind of method of testing of rock frictional test coefficient, as shown in Fig. 2 this method bag
Include：
Step S11, the rock sample of cylinder is prepared, wherein, height and the diameter ratio of rock sample are more than 2:1.
Alternatively, the flatness of the end face of rock sample is less than 0.001mm, and the flatness of side is less than 0.3mm.
Step S12, rock sample is placed on and vacuumized in saturation device, and saturation is carried out using saturated liquid.
Alternatively, saturated liquid is stratum water or the normal saline solution configured according to strata condition.
Step S13, axial deformation-sensor and radial deformation sensor is installed on rock sample, and rock sample is put
In the triaxial chamber for entering rock triaxial test machine；Axial deformation sensor is used to detect the deformation quantity of rock sample in the axial direction, footpath
It is used to detect the deformation quantity of rock sample diametrically to deformation-sensor.
Alternatively, rock sample is placed in the weighted platform that top is sphere, and makes axis and the rock of weighted platform
The axis of stone test specimen overlaps.
Step S14, triaxial test is carried out to rock sample using rock triaxial test machine, including：Utilize confined pressure loader
Confined pressure is loaded to rock sample with simulated ground stress；Pressure is applied to rock sample to simulate Pore Pressure using pore pressure loader
Power；Axial stress is loaded to rock sample using axially loaded device, so that rock sample is deformed upon with a default rate of deformation
And there is crack, when judging the variable quantity of axial stress tends to 0, the value of now axial stress is defined as residual strength.
When it is implemented, axially loaded device is (to be kept according to the deformation situation of rock sample in the axial direction with a default shape
Variable Rate deforms upon) control the size of the axial stress of application, default rate of deformation therein be typically chosen as it is per second with
0.001% diameter deforms upon (deformation quantity i.e. per second is 0.001%).
Step S15, rock triaxial test machine is closed, the rock sample of destroyed is taken out, measures its fracture surface and its end face
Angle.
Step S16, is analyzed test data, and rock frictional test coefficient is calculated according to equation below：
In formula, σ 1 is residual strength, unit MPa；
σ 2 is confined pressure, unit MPa；
p0For pore pressure, unit MPa；
σ be fracture surface on direct stress, unit MPa；
τ be fracture surface on shear stress, unit MPa；
β is fracture surface and the angle of end face；
μ is rock frictional test coefficient.
Illustrative methods of the present invention can simulate underground condition, measure the coefficient of friction of rock under formation conditions, not in advance
Crack processed can more real simulated formation slide, and can continue after conventional rock triaxial compression test is completed into
OK, the more rock mechanics parameters that can be surveyed, more save core sample.
Embodiment one
The present embodiment is a specific embodiment of illustrative methods of the present invention, and the present embodiment can be in rock triaxial test machine
Complete, its operating process and ordinary triaxial test are basically identical.
As shown in figure 4, rock triaxial test machine include triaxial chamber, pore pressure loader, confined pressure loader, axially loaded device,
Loading frame.Wherein, triaxial chamber further comprises sealing shroud and weighted platform (not shown in Fig. 4)；Pore pressure loader be used for pair
Rock sample applies pressure to simulate pore pressure；Confined pressure loader is used for loading confined pressure to rock sample with simulated ground stress；
Axially loaded device is used for loading rock sample axial stress, and the effect of axial stress is to make rock sample with a default deformation speed
Rate deforms upon and crack occurs；For the present embodiment, the rigidity of loading frame is more than 5MN/mm or 10MN/mm rigidity most
It is good.
The detailed process of the embodiment comprises the following steps：
Step 1, the rock sample of cylinder is prepared, the diameter of test specimen should be at least the 20 of the maximum gauge of rock particles
Times；Wherein, the height of rock sample should be greater than 2 with diameter ratio:1, the angle in crack during ensuring that crack occurs in rock sample
It is unaffected, farthest can occur the situation in crack under field conditions (factors) by simulation rock.Put down the end face of rock sample
Whole degree is less than 0.001mm, and the flatness of side is less than 0.3mm.
Step 2, rock sample is placed on and vacuumizes saturation 24-48 hours in saturation device, wherein saturated liquid is stratum
Water or the normal saline solution configured according to strata condition；Then rock sample is checked, determines that rock sample completes saturation.
Step 3, as shown in fig. 6, axial deformation-sensor and radial deformation sensor is installed on rock sample, by rock
Test specimen is placed in the weighted platform that top is sphere, and is put into the triaxial chamber of three-axis tester, is sealed using sealing shroud.
Wherein, axial deformation sensor is used to detect the deformation quantity of rock sample in the axial direction, and radial deformation sensor is used
In the deformation quantity of detection rock sample diametrically, the accuracy of instrument of axial deformation sensor and radial deformation sensor exists
0.002mm should be reached in 0.02mm measuring range, 0.005mm is reached in the range of 0.25mm.
Weighted platform can play a part of buffering between axially loaded device and rock sample, and why use top is
The weighted platform (in this case, axially loaded utensil has the concave surface that the sphere with weighted platform matches) of sphere, on the one hand
It is that the axial stress applied by the axially loaded device of weighted platform of sphere can balancedly apply to the end of rock sample
Face, it is ensured that the end face uniform force of rock sample, the preferably stressing conditions of simulation rock test specimen in the earth formation, be on the other hand
In order to reduce the harmful effect to caused by axially loaded device of the irregularities of rock sample end face, axially loaded device is protected not to be damaged
It is bad.
The spherical diameter of weighted platform should be identical or bigger with the diameter of rock sample, and the centre of sphere of weighted platform should
The center of circle of this and rock sample end face, which is on a vertical line, (ensures rock sample and weighted platform centering).During experiment, it can make
Rock sample and weighted platform are intertwined to cause the two centering with contact band, and ensure rock sample will not move or
Rotation.
Step 4, triaxial test is carried out to rock sample using rock triaxial test machine, including：Utilize confined pressure loader pair
Rock sample loads confined pressure with simulated ground stress；Pressure is applied to rock sample to simulate pore pressure using pore pressure loader；
Using axially loaded device to rock sample load axial stress so that rock sample using deformation quantity per second as 0.001% deformation
Speed deforms upon and crack occurs, when judging the variable quantity of axial stress tends to 0, the value of now axial stress is defined as residual
Residual strength.
When whether the variable quantity for judging axial stress tends to 0, can by computer real-time acquisition and draw stress-should
Varied curve judges.Fig. 5 is the stress-strain curve in experimentation.As shown in figure 5, transverse axis is the deformation quantity on axial direction,
The longitudinal axis is the axial stress applied, and the curve record whole process of the rock failure mechanism of rock, maximum axial stress is the anti-of rock
Compressive Strength, the axial stress stress corresponding to section (i.e. variable quantity tends to 0) that finally tends to be steady is residual strength.
Step 5, rock triaxial test machine is closed, takes out the rock sample of destroyed, measures its fracture surface and its end face
Angle β, as shown in Figure 3.
Step 6, test data is analyzed, rock frictional test coefficient is calculated according to equation below：
In formula, σ 1 is residual strength, unit MPa；
σ 2 is confined pressure, unit MPa；
p0For pore pressure, unit MPa；
σ be fracture surface on direct stress, unit MPa；
τ be fracture surface on shear stress, unit MPa；
μ is rock frictional test coefficient.
In above-mentioned formula, the confined pressure σ 2 and pore pressure p of rock sample0It is to simulate stratum where rock sample respectively
Under the conditions of crustal stress and pore pressure, both can when preparing rock sample predefines, then passes through triaxial test
Obtained residual strength σ 1 and rock sample fracture surface and the angle β of its end face, substituting into above-mentioned formula to be calculated
Rock frictional test coefficient μ.
Table 1 is friction coefficient measurement result, and part of test results is as shown in table 1.
The friction coefficient measurement result of table 1
In summary, the present invention can simulate underground condition, measure the coefficient of friction of rock under formation conditions, not prefabricated
Crack can more real simulated formation slide, and can continue after conventional rock triaxial compression test is completed,
More rock mechanics parameters can be measured, more save core sample.
Particular embodiments described above, the purpose of the present invention, technical scheme and beneficial effect are carried out further in detail
Describe in detail it is bright, should be understood that the foregoing is only the present invention specific embodiment, the guarantor being not intended to limit the present invention
Scope is protected, within the spirit and principles of the invention, any modification, equivalent substitution and improvements done etc., should be included in this
Within the protection domain of invention.
Claims (5)
- A kind of 1. method of testing of rock frictional test coefficient, it is characterised in that including：Step 1, the rock sample of cylinder is prepared, wherein, height and the diameter ratio of the rock sample are more than 2:1；Step 2, the rock sample is placed on and vacuumized in saturation device, saturation is carried out using saturated liquid；Step 3, axial deformation-sensor and radial deformation sensor is installed on the rock sample, and by the rock sample It is put into the triaxial chamber of rock triaxial test machine；The axial deformation sensor is used to detect the rock sample in the axial direction Deformation quantity, the radial deformation sensor are used to detect the deformation quantity of the rock sample diametrically；Step 4, triaxial test is carried out to the rock sample using the rock triaxial test machine, including：Loaded using confined pressure Device loads confined pressure to the rock sample with simulated ground stress；Pressure is applied with mould to the rock sample using pore pressure loader Intend pore pressure；Axial stress is loaded to the rock sample using axially loaded device, so that the rock sample is default with one Rate of deformation deforms upon and crack occurs, when judging that the variable quantity of the axial stress tends to 0 according to load-deformation curve, The value of the now axial stress is defined as residual strength；Step 5, the rock triaxial test machine is closed, the rock sample of destroyed is taken out, measures its fracture surface and its end The angle in face；Step 6, rock frictional test coefficient is calculated according to equation below：<mrow> <mi>&sigma;</mi> <mo>=</mo> <mfrac> <mrow> <mi>&sigma;</mi> <mn>1</mn> <mo>+</mo> <mi>&sigma;</mi> <mn>2</mn> </mrow> <mn>2</mn> </mfrac> <mo>-</mo> <mfrac> <mrow> <mi>&sigma;</mi> <mn>1</mn> <mo>-</mo> <mi>&sigma;</mi> <mn>2</mn> </mrow> <mn>2</mn> </mfrac> <mi>c</mi> <mi>o</mi> <mi>s</mi> <mn>2</mn> <mi>&beta;</mi> </mrow><mrow> <mi>&tau;</mi> <mo>=</mo> <mo>-</mo> <mfrac> <mrow> <mi>&sigma;</mi> <mn>1</mn> <mo>-</mo> <mi>&sigma;</mi> <mn>2</mn> </mrow> <mn>2</mn> </mfrac> <mi>s</mi> <mi>i</mi> <mi>n</mi> <mn>2</mn> <mi>&beta;</mi> </mrow><mrow> <mi>&mu;</mi> <mo>=</mo> <mfrac> <mi>&tau;</mi> <mrow> <mi>&sigma;</mi> <mo>-</mo> <msub> <mi>p</mi> <mn>0</mn> </msub> </mrow> </mfrac> </mrow>In formula, σ 1 is residual strength；σ 2 is confined pressure；p0For pore pressure；σ is the direct stress on fracture surface；τ is the shear stress on fracture surface；β is fracture surface and the angle of end face；μ is rock frictional test coefficient.
- 2. the method for testing of rock frictional test coefficient as claimed in claim 1, it is characterised in that the end face of the rock sample Flatness is less than 0.001mm, and the flatness of side is less than 0.3mm.
- 3. the method for testing of rock frictional test coefficient as claimed in claim 1, it is characterised in that the rock sample is put into rock In the triaxial chamber of stone three-axis tester, including：The rock sample is placed in the weighted platform that top is sphere, and made described The axis of weighted platform overlaps with the axis of the rock sample.
- 4. the method for testing of rock frictional test coefficient as claimed in claim 1, it is characterised in that the saturated liquid is stratum Water.
- 5. the method for testing of rock frictional test coefficient as claimed in claim 1, it is characterised in that the saturated liquid is according to ground The normal saline solution of layer situation configuration.
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| CN107218035A (en) * | 2017-06-13 | 2017-09-29 | 北京大学 | A kind of experimental provision of automatic change crack wall mill resistance and method of work and application |
| CN114894708B (en) * | 2022-03-18 | 2024-05-14 | 绍兴文理学院 | Method for calibrating friction coefficient of core sample containing penetrating single fracture |
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|---|---|---|---|---|
| JPH09243550A (en) * | 1996-03-05 | 1997-09-19 | Kawasaki Heavy Ind Ltd | Method and apparatus for measuring coefficient of friction of rotary blade and disc |
| CN104990866A (en) * | 2015-07-23 | 2015-10-21 | 三峡大学 | Method utilizing nail shooting to measure rock cohesion C and internal friction angle (Phi) |
| CN105019877A (en) * | 2015-06-24 | 2015-11-04 | 西南石油大学 | Calculating method for size of fracturing and broken region of horizontal well for shale |
| CN105157537A (en) * | 2015-07-29 | 2015-12-16 | 中国神华能源股份有限公司 | Method and device for measuring frictional angles of rock sample |
-
2015
- 2015-12-31 CN CN201511023377.XA patent/CN105547994B/en active Active
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH09243550A (en) * | 1996-03-05 | 1997-09-19 | Kawasaki Heavy Ind Ltd | Method and apparatus for measuring coefficient of friction of rotary blade and disc |
| CN105019877A (en) * | 2015-06-24 | 2015-11-04 | 西南石油大学 | Calculating method for size of fracturing and broken region of horizontal well for shale |
| CN104990866A (en) * | 2015-07-23 | 2015-10-21 | 三峡大学 | Method utilizing nail shooting to measure rock cohesion C and internal friction angle (Phi) |
| CN105157537A (en) * | 2015-07-29 | 2015-12-16 | 中国神华能源股份有限公司 | Method and device for measuring frictional angles of rock sample |
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