CN103822835A - Method for separating viscosity-elasticity-plasticity characteristic parameters in triaxial rheological test on rocks - Google Patents
Method for separating viscosity-elasticity-plasticity characteristic parameters in triaxial rheological test on rocks Download PDFInfo
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- CN103822835A CN103822835A CN201410100767.1A CN201410100767A CN103822835A CN 103822835 A CN103822835 A CN 103822835A CN 201410100767 A CN201410100767 A CN 201410100767A CN 103822835 A CN103822835 A CN 103822835A
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Abstract
The invention discloses a method for separating viscosity-elasticity-plasticity characteristic parameters in a triaxial rheological test on a rock. The method comprises the following steps: making a sampled rock body into a standard cylindrical test sample, firstly applying a static water pressure state to the cylindrical test sample to load initial confining pressure of the test sample to reach a rheological test designed value sigma 3, keeping the confining pressure unchanged, performing the triaxial rheological test on the rock in a multistage increment circulated loading and unloading mode till the test sample is damaged, recording deformation characteristics, including an instant strain value epsilon 1, a loading stable strain value epsilon 2, an unloading instant strain value epsilon 3 and an unloading rheology stable value epsilon 4, of the test sample in each stage of axial deviatoric stress level, and identifying according to an elastic-plastic theory to obtain the instant elasticity strain valve epsilon me, the instant plasticity strain value epsilon mp, the viscoelasticity strain value epsilon ce and the viscoplasticity strain value epsilon cp of the test sample. By the viscosity-elasticity-plasticity parameter separation method, the viscosity-elasticity-plasticity rheological characteristics of the rock under different deviatoric stress levels can be identified, and corresponding technical measures are provided for reinforcement of surrounding rock bodies under high ground stress conditions in deep underground engineering.
Description
Technical field
The present invention relates to a kind of rock bullet and mould the method that characteristic separates, particularly a kind of method of moulding characteristic separation for rock triaxial rheology test viscoelastic.
Background technology
A large amount of engineering practices show, the unstable failure of rock engineering is not instantaneous generation, but passes in time slowly development.After Rock Mass Unloading, rock mass internal stress is readjusted, and distortion is also passed and developed with practice, until there is unstable failure, rheodestruction phenomenon occurs, and especially, in Soft Rock Engineering, this rheodestruction phenomenon is more common.Therefore the distortion of the rheological characteristics of studying rock under condition of high ground stress to rock engineering and stable control significant.
Obtain at present the rheological characteristics of rock, mostly be to adopt the test method of conventional multistage increment loading to obtain the loading rheological curve of rock, adopt conventional elements combination model or empirical model to analyze rock rheology characteristic, these class methods cannot effectively separate the viscoelastroplasticity rheological characteristics of rock, the corresponding rheological model of setting up also cannot be analysed in depth the viscoelastroplasticity emergent property in rock rheology deformation process, cannot accurately reflect the true character of sample, be applied to and in engineering practice, there is larger limitation.
For the better rheological characteristics of describing rock material, some scholars is postulated and the classical Visco-Elastic-Plastic Theory of Ilyushin from Drucker, has set up the rheological model of rock based on classical Visco-Elastic-Plastic Theory.Within 1993, N.D.Cristescu has proposed Cristescu constitutive model based on a large amount of single shafts and three axle increments loading rheological test, first yield surface is introduced to constitutive model, and a large amount of scholars improve on this basis subsequently.1998, J.Jin and N.D.Cristescu by loaded by true three axles that rheological tests determine can gradual change single yield surface and flow potential introduce in Cristescu constitutive model, set up the Elasto viscoplastic constitutive equation that can reflect the rheology of rock salt first stage; Calendar year 2001, E.Maranini and T.Yamaguchi introduce viscoplastic strain direction tensor N (σ) and replace the flow potential in former formula on the basis of Cristescu model, have proposed new stream rate equation; The just elementary impact of introducing confined pressure off-load in Cristescu model of summer in 2009, has set up for describing marble 3-D elastic viscoplastic rheological model under unloading stress path; But above-mentioned model is all the test methods that adopt increment to load to be obtained rheological test result and sets up elastoviscoplasticity constitutive model, does not carry out effective elastoviscoplasticity strain and separates; The employing circulations such as M.C.Weng in 2005 add unloading test and have carried out the triaxial test under pure shear stress path, and by test, the elastic-plastic strain of rock sample are separated; The test findings based on M.C.Weng etc. such as L.S.Tsai in 2008 has been carried out elastoplasticity separation to the distortion of sandstone rock sample, but the above results is all based on three axle shear rheologies tests, does not also consider the impact of viscous strain simultaneously.
In sum, adopt circulation to add unloading and carry out three axle Compressive rheological behaviours tests of rock, test findings is carried out to effective elastoviscoplasticity strain separates simultaneously, bullet to rock accordingly-glue-mould characteristic to analyze and set up corresponding glue-elastic-plastic constitutive model, research is less at present, glue-elastic-plastic rheological characteristics in further investigation rock Rheologic, still for rock mechanics is studied the especially important content of rheology characteristic research.
Summary of the invention
Technical matters: the object of the invention is to propose a kind of method of moulding characterisitic parameter separation for rock triaxial rheology test viscoelastic, provide data basis for accurately setting up rock viscoelastroplasticity constitutive model.
Technical scheme: the present invention proposes a kind of method for rock triaxial rheology test glue-elastic-plastic parameter separation and identification, comprise the steps:
A. first complete engineering rock mass is sampled, the rock mass that sampling is obtained is made right cylinder sample;
B. the cylindrical sample of making is placed in three axle seal-off pressure cylinders of servo testing machine, adjusts pressure head of testing machine, make the upper and lower end of pressure head of testing machine and rock sample close contact;
C. by servo testing machine, cylindrical sample is applied to hydrostatic force, make the confined pressure of sample be loaded on test setting value σ
3, according to the difference of lithology, desirable 0～40MPa, adopts classification cycle to add the test method that unloads axial deviatoric stress and carries out the test of rock triaxial rheology;
D. keep confined pressure σ
3constant, adopt displacement loading mode to apply xial feed to setting value σ to rock sample
11, the instantaneous strain value ε of mensuration sample
1, keep the axial deviatoric stress σ of sample
11constant, observe the rheological phenomena of sample under this stress level, enter under this stress level until sample after the stable state rheology stage, measure sample strain value ε now
2;
E. sample is offloaded to hydrostatic force state, makes sample enter the unloading rheology stage, measure the instantaneous strain ε after unloading
3, continue to be offloaded to sample deformation stable, measure the steady strain value ε of the sample after unloading
4; According to elastic plastic theory, the transient elastic strain value ε of rock in triaxial rheology process
me, instantaneous plastic strain value ε
mp, viscoelasticity strain stress
cewith viscoplastic strain value ε
cpcan be calculated by formula (1)～(4);
ε
me＝ε
2-ε
3 （1）
ε
ce＝ε
3-ε
4 （2）
ε
cp＝ε
2-ε
3-ε
1+ε
4 （3）
ε
mp＝ε
1-ε
2+ε
3 （4）
Simultaneous formula (1)～(4) obtain
ε
me+ε
ce+ε
mp+ε
cp＝ε
2 （5）
From formula (5), the overall strain under certain one-level deviatoric stress level in rock Rheologic, i.e. sticky-elastic-plastic strain sum, should with ε on rheological curve
2value equates;
Described cylindrical sample size conforms international standard; It is 0.001～0.002mm/s that test all adopts displacement loading mode, described loading speed; Described rock rheological test adopts classification cycle to add and unloads by step (d)～(f) described test method carries out rock rheological test, and the load time is 72h, and discharge time is 24h.
Beneficial effect: the present invention is applicable to simulate the rock triaxial rheology test of deep rock Rheologic, adds unloading rheological test by rock is circulated, and obtains the strain value ε of four time points of rock in rheological test process
1, ε
2, ε
3and ε
4identification obtains the viscoelastroplasticity strain value of rock according to the method described above, suitable viscoelastroplasticity constitutive model is analyzed and further set up to viscoelastroplasticity rheological characteristics with this to rock, and for surrouding rock deformation control and the stable problem of deep rock mass, proposing corresponding supporting and reinforcement measure, is deep high stress tunnel surrouding rock deformation and the stable a kind of new approach that provides of controlling.The test findings obtaining contributes to more deep understanding rock Rheology Mechanism, sets up constitutive model more accurately.The method is simple to operate, applies very extensive.Be particularly useful for that the viscoelastic in rock mass rheological test is moulded to characteristic and separate, for analysing in depth rock rheological characteristics, set up viscoelastroplasticity constitutive model and lay the first stone.
Accompanying drawing explanation
Fig. 1 is that rock of the present invention adds unloading rheological curve and parameter schematic diagram.
Fig. 2 is that rheological test parameter identification of the present invention is tested a curve map.
Embodiment
Below in conjunction with accompanying drawing, embodiments of the invention are further described:
Embodiment 1: Figure 1 shows that in rock rheological test of the present invention and add unloading rheological curve and parameter schematic diagram, first complete engineering rock mass is sampled, the rock mass that sampling is obtained is made right cylinder sample, and specimen size meets international standard; The cylindrical sample of making is placed in three axle seal-off pressure cylinders of servo testing machine, adjusts pressure head of testing machine, make the upper and lower end of pressure head of testing machine and rock sample close contact; Adopt displacement loading mode, by servo testing machine, cylindrical sample is applied to hydrostatic force, make the initial confined pressure σ of sample
31be loaded on test setting value σ
3, according to the difference of lithology, desirable 0～40MPa, adopts classification cycle to add the test method that unloads axial deviatoric stress and carries out the test of rock triaxial rheology; Keep confined pressure σ
3constant, adopt the displacement loading speed of 0.001～0.002mm/s to apply xial feed to setting value σ to rock sample
11, the instantaneous strain value ε of mensuration sample
1, keep the axial deviatoric stress σ of sample
11constant, observe the rheological phenomena of sample under this stress level, enter under this stress level until sample after the stable state rheology stage, measure sample strain value ε now
2, the load time is 72h; Sample is offloaded to hydrostatic force state, makes sample enter the unloading rheology stage, measure the instantaneous strain ε after unloading
3, continue to be offloaded to sample deformation stable, measure the steady strain value ε of the sample after unloading
4, discharge time is 24h, then enters next stage stress level σ
12add unloading rheological test, until sample destroys.According to elastic plastic theory, the transient elastic strain value ε of rock in triaxial rheology process
me, instantaneous plastic strain value ε
mp, viscoelasticity strain stress
cewith viscoplastic strain value ε
cpcan be by formula:
ε
me＝ε
2-ε
3 （1）
ε
ce＝ε
3-ε
4 （2）
ε
cp＝ε
2-ε
3-ε
1+ε
4 （3）
ε
mp＝ε
1-ε
2+ε
3 （4）
Simultaneous formula (1)～(4) obtain:
ε
me+ε
ce+ε
mp+ε
cp＝ε
2 （5）
Calculate the transient elastic strain value ε of rock under deviatoric stress levels at different levels according to formula (1)～(4)
me, instantaneous plastic strain value ε
mp, viscoelasticity strain value ε
ceand viscoplastic strain value ε
cp.
Figure 2 shows that marble circulation adds unloading rheological test curve.First Φ 50 × 100mm marble cylindrical sample is placed in to three axle seal-off pressure cylinders of servo testing machine, first make the upper and lower rigidity of pressure head of testing machine and rock sample load end close contact, then in three axle seal-off pressure cylinders, fill hydraulic oil, until be full of completely, according to the loading speed of 0.127MPa/s, marble cylindrical sample is applied to hydrostatic force, make cylindrical sample confined pressure be loaded on rheological test design confined pressure σ
3=35MPa, keeps confined pressure σ
3=35MPa is constant, is that 0.002mm/s applies axial bias (σ to marble cylindrical sample according to displacement loading speed
1-σ
3) to rheological test setting value σ
11=110MPa, the instantaneous strain value ε of mensuration sample
1=2.99 × 10
-3, keep sample axial compression constant, observe the rheological phenomena of sample under this stress level, enter under this stress level until sample after the stable state rheology stage, measure sample strain value ε now
2=3.93 × 10
-3, the load time is 72h, and sample is offloaded to hydrostatic force state according to the rate of debarkation of 0.127MPa/s, now sample enters the unloading rheology stage, measures the instantaneous strain ε of the rear sample of unloading
3=1.44 × 10
-3, keep hydrostatic force state until sample deformation is stable, measure the now steady strain value ε of sample
4=1.28 × 10
-3, the unloading phase duration is 24h, then enters next stage stress level σ
12=120MPa adds unloading rheological test, until sample destroys.The marble three axle circulations that obtain add unloading rheological test curve as shown in Figure 2.
Be σ in confined pressure
3=35MPa, axial bias is σ
1-σ
3under the test condition of=110MPa, can be calculated marble transient elastic strain value ε according to formula (1)～(4)
me=2.49 × 10
-3, viscoelasticity strain value ε
ce=0.16 × 10
-3, viscoplastic strain value ε
cp=0.78 × 10
-3, instantaneous plastic strain value ε
mp=0.50 × 10
-3.Under different deviatoric stress levels, sample sticky-elastic-plastic strain parameter identification result is as shown in table 1.
Table 1 is the result of rheological test parameter identification test one of the present invention.
Table1Visco-elastic-plastic strain measured data
Claims (3)
1. mould for rock triaxial rheology test viscoelastic the method that characterisitic parameter separates, it is characterized in that: comprise the following steps:
A. first complete engineering rock mass is sampled, the rock mass that sampling is obtained is made right cylinder sample;
B. the cylindrical sample of making is placed in three axle seal-off pressure cylinders of servo testing machine, adjusts pressure head of testing machine, make the upper and lower end of pressure head of testing machine and rock sample close contact;
C. by servo testing machine, cylindrical sample is applied to hydrostatic force, make the confined pressure σ of sample
3be loaded on test setting value, the test method that adopts classification cycle to add unloading is carried out the test of rock triaxial rheology, specifically comprises following steps;
D. keep confined pressure σ
3constant, adopt displacement loading mode to apply xial feed to setting value σ to rock sample
11, the instantaneous strain value ε of mensuration sample
1, keep sample axial compression constant, observe the rheological phenomena of sample under this stress level, enter under this stress level until sample after the stable state rheology stage, measure sample strain value ε now
2;
E. sample is offloaded to hydrostatic force state, makes sample enter the unloading rheology stage, measure the instantaneous strain ε after unloading
3, continue to be offloaded to sample deformation stable, measure the steady strain value ε of the sample after unloading
4; According to elastic plastic theory, the transient elastic strain value ε of rock in triaxial rheology process
me, instantaneous plastic strain value ε
mp, viscoelasticity strain stress
cewith viscoplastic strain value ε
cpcalculated by formula (1)～(4);
ε
me＝ε
2-ε
3 （1）
ε
ce＝ε
3-ε
4 （2）
ε
cp＝ε
2-ε
3-ε
1+ε
4 （3）
ε
mp＝ε
1-ε
2+ε
3 （4）
Simultaneous formula (1)～(4) obtain
ε
me+ε
ce+ε
mp+ε
cp＝ε
2 （5）
From formula (5), the overall strain under certain one-level deviatoric stress level in rock Rheologic, i.e. sticky-elastic-plastic strain sum, should with rheological curve on ε
2value equates;
F. according to displacement loading mode, sample is reloaded to next stage stress σ
12, what the sample after breaking was carried out to next stage adds unloading rheological test, repeats that rheological test adds unloading step until sample destroys, adopt simultaneously formula (1)～(4) identification obtain corresponding axis under deviatoric stress level sticky-elastic-plastic strain value.
2. the method separating for glue-elastic-plastic of rock triaxial rheology test according to claim 1, is characterized in that: it is 0.001～0.002mm/s that test all adopts displacement loading mode, loading speed.
3. the method separating for glue-elastic-plastic of rock triaxial rheology test according to claim 1, it is characterized in that: the test method that adopts the described classification cycle of step (d)～(f) to add unloading is carried out rock rheological test, load time is 72h, and discharge time is 24h.
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| CN106198259A (en) * | 2016-07-05 | 2016-12-07 | 辽宁工程技术大学 | A kind of method determining rock monsteady state creep parameter |
| CN107389453A (en) * | 2017-08-31 | 2017-11-24 | 中国人民解放军国防科技大学 | Viscoelastic material confining pressure loading test system and method |
| CN109959562A (en) * | 2017-12-14 | 2019-07-02 | 国网内蒙古东部电力有限公司经济技术研究院 | A kind of high-precision frozen soil is respectively to Isopiestic Experiment method |
| CN110261573A (en) * | 2019-05-16 | 2019-09-20 | 同济大学 | A kind of high position rock landslip stability dynamic value evaluation method |
| CN112525662A (en) * | 2020-11-24 | 2021-03-19 | 东南大学 | Method for determining parameters of plastic model of asphalt mixture |
| CN113109189A (en) * | 2021-03-26 | 2021-07-13 | 北京工业大学 | Method for determining cyclic stress strain of resin-based composite material with frequency considered |
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Cited By (10)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106198259A (en) * | 2016-07-05 | 2016-12-07 | 辽宁工程技术大学 | A kind of method determining rock monsteady state creep parameter |
| CN107389453A (en) * | 2017-08-31 | 2017-11-24 | 中国人民解放军国防科技大学 | Viscoelastic material confining pressure loading test system and method |
| CN107389453B (en) * | 2017-08-31 | 2020-05-22 | 中国人民解放军国防科技大学 | Viscoelastic material confining pressure loading test system and method |
| CN109959562A (en) * | 2017-12-14 | 2019-07-02 | 国网内蒙古东部电力有限公司经济技术研究院 | A kind of high-precision frozen soil is respectively to Isopiestic Experiment method |
| CN110261573A (en) * | 2019-05-16 | 2019-09-20 | 同济大学 | A kind of high position rock landslip stability dynamic value evaluation method |
| CN110261573B (en) * | 2019-05-16 | 2021-09-03 | 同济大学 | Dynamic evaluation method for stability of high-position rocky landslide |
| CN112525662A (en) * | 2020-11-24 | 2021-03-19 | 东南大学 | Method for determining parameters of plastic model of asphalt mixture |
| CN112525662B (en) * | 2020-11-24 | 2022-03-11 | 东南大学 | Method for determining parameters of plastic model of asphalt mixture |
| CN113109189A (en) * | 2021-03-26 | 2021-07-13 | 北京工业大学 | Method for determining cyclic stress strain of resin-based composite material with frequency considered |
| CN113109189B (en) * | 2021-03-26 | 2023-07-11 | 北京工业大学 | Method for determining cyclic stress strain of resin matrix composite material by considering frequency |
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Application publication date: 20140528 |