CN102128741A - Triaxial rheological test process and method for hard and crisp rock - Google Patents
Triaxial rheological test process and method for hard and crisp rock Download PDFInfo
- Publication number
- CN102128741A CN102128741A CN2010105550654A CN201010555065A CN102128741A CN 102128741 A CN102128741 A CN 102128741A CN 2010105550654 A CN2010105550654 A CN 2010105550654A CN 201010555065 A CN201010555065 A CN 201010555065A CN 102128741 A CN102128741 A CN 102128741A
- Authority
- CN
- China
- Prior art keywords
- rock
- test
- rock sample
- axial
- triaxial
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Pending
Links
Images
Abstract
The invention relates to a triaxial rheological test process and method for a hard and crisp rock. The method comprises the following steps of: 1, determining an instantaneous triaxial compressive strength of the hard and crisp rock and loading by adopting a triaxial rheological mode; 2, determining the size of a confining pressure of a test and test loading grades and adopting a loading mode of circularly loading and unloading; 3, sealing a rock sample by using a heat-shrinkable sleeve and a stainless steel tube hoop so as to prevent oil from leaking; 4, applying the confining pressure to a set value, applying a first stage of axial load after the confining pressure is stable, and reasonably setting a time interval of recording data; 5, after the deformation is stable, continuously applying axial stresses in a grading mode until the test is completed; and 6, determining the long-term strength of the rock by adopting a residual strain method. In the invention, a reasonable value of the confining pressure is provided so as to furthest avoid deformation mutation caused by local fracture of the rock; the test loading grades are reasonably determined so as to not only obtain a threshold value of the creep stress of the rock, but also obtain an accelerated creep curve; and the scheme of determining the long-term strength of the hard and crisp rock by using the residual strain method of the loading and unloading rheological test is provided.
Description
Technical field
The present invention relates to a kind of triaxial rheology test technology and method of hard brittle rock.
Background technology
Along with the exploitation energetically of subterranean resource and the fast development of construction of hydropower plant, the long-time stability of underground chamber structure and hydroelectric project more and more cause people's attention and concern.The addressing of large-scale hydroelectric project and underground chamber is all considered the purpose of safety and firmness and is chosen on the hard batholith, as grouan, marble, diabase etc.And the high rock of these intensity is accompanied by the characteristics of fragility often, as grouan, diabase.Be the country rock long-time stability after the large-scale Underground Engineering Excavation construction of effective evaluation, except that adopting theoretical research and numerical computation method, also need to rely on more indoor rheological test to obtain rheological mechanical parameters, with the mechanical characteristic and the strain aging rule of effective announcement dam foundation rock mass and underground rock cavern.
Carry out the rock rheological test, relate to problems such as the stress path of installation steps, loading of sample and load classification.Present rheological test both domestic and external is more at the achievement of soft rock, and hard brittle rock is less relatively.Because soft rock does not generally enbrittle, and just can produce rheological phenomena under less load, do not have the rheology threshold value, so the rheological test design of soft rock is difficult to satisfy the needs of hard brittle rock rheological test.Domestic rheological test achievement at hard brittle rock is less at present, and only several pieces of documents mainly carry out at greenschist and grouan, and the hard fragility characteristics of these two kinds of rocks all do not have diabase obvious.The uniaxial compressive strength of greenschist is about 60MPa, much smaller than doleritic 140MPa; And the fragility of grouan does not have diabase obvious yet, and the uniaxial compression of grouan is destroyed and mainly combined with cleavage fracture and shear failure, and diabase shows as tangible cleavage fracture under uniaxial compression, and is accompanied by bursting apart of surperficial fine grained chippings.The rheological test method of existing hard brittle rock does not have unified standard yet, as the value of confined pressure in the triaxial rheology test, the branch progression of test hierarchical loading, the time interval of sampled point, definite method of long-term strength etc.In the rheological test of hard brittle rock,, usually can not manifest rheological phenomena and brittle fracture if confined pressure is too little or do not apply confined pressure; If confined pressure is too big, needing to apply bigger xial feed again just can make rock produce tertiary creep to destroying, thereby the three stage curves that decay creep, constant rate creeep and the tertiary creep of observing rock are complete, and this requires that rheological test is confidential to have enough big tonnage to go out force level to satisfy it, is an acid test to the tonnage and the stability of rheology testing machine.If test divides progression very little, differentiation does not go out the creep stress threshold values or does not produce the tertiary creep stage easily; If test divides progression too many, then prolonged test period, expend huge manpower and materials.If the time interval of sampled point is provided with too small, can cause sampled point quantity huge many and account for poly-a large amount of internal memories and hard drive space, even can make software produce data to overflow and produce mistake, in the data processing in later stage, also can cause unnecessary trouble simultaneously because of huge data volume.Therefore propose a kind of rational and effective and with method development and raising hard rock rheological test technology are had important theoretical meaning and engineering using value about the triaxial rheology test technology of hard brittle rock.
The present Research of the rheological test method of at present domestic relevant hard brittle rock is as follows:
(1) " Hohai University's journal " the 2nd phase in 1997 has been introduced the creep test method of Three Gorges Dam foundation granite, and test The data clock gauge record can not be gathered automatically in this article, also fails to provide tertiary creep section curve.
(2) " rock mechanics and engineering journal " the 10th phase in 2003 has been introduced a kind of grouan uniaxial rheology characteristic test method.This method adopts uniaxial rheology mode, can't avoid because the discreteness as a result that rock brittleness causes, and owing to adopt the dial gauge record data, can't collect the data in tertiary creep stage.
(3) " rock-soil mechanics " 2005 the 4th phases have been introduced a kind of triaxial rheology test method of greenschist, and this method adopts the constant classification of confined pressure to add the mode of axial compression, but how the branch progression that does not offer some clarification on loading is determined.
(4) " rock-soil mechanics " 1980 the 1st phases have been introduced a kind of weak rheological properties of rock method and long-term strength determination method, this method adopts astable creep, but there is more human factor in the hard rock very little for deflection on judging, can't guarantee result's accuracy.
(5) " rock-soil mechanics " 2006 the 5th phases have been introduced a kind of rheological characteristics method and long-term strength determination method of Red Sandstone, this method threshold stress that rock enters the lateral stability creep of giving chapter and verse is determined, but this method fails rock is regarded as an integral body, just unilaterally consider, can't guarantee the unitarity of bulk deformation from axial strain or transverse strain.
(6) Hohai University's PhD dissertation " rheology attribute testing research of high arch dam spandrel groove rock and long-time stability analysis thereof " has been introduced the method that a kind of steady state creep speed is determined the long-term strength of rock, this method is relatively poor for the unconspicuous high rigidity rock of steady state creep applicability, can't guarantee result's accuracy.
Summary of the invention
The objective of the invention is for overcoming above-mentioned the deficiencies in the prior art, a kind of technology and method of effectively carrying out hard brittle rock triaxial rheology test is provided, this technology and method have the advantage that test effect is good, test period is reasonable, data result is simple and reliable.
For achieving the above object, the present invention adopts following technical proposals:
A kind of triaxial rheology test technology and method of hard brittle rock may further comprise the steps:
1) determines the size of hard brittle rock uniaxial compressive strength, adopt the triaxial rheology mode to load.
2) the confined pressure size of confirmed test, test load classification and load mode.Confined pressure σ
3The suggestion value is
σ
CuUniaxial compressive strength for rock; Test loads 6～8 grades of classification suggestions, according to available research achievements, solid rock is supposed its long-term strength σ
∞=(0.7-0.8) σ
c, therefore, the axial compression σ of triaxial rheology test
1Drafting is 0.5 σ
c, 0.55 σ
c, 0.6 σ
c, 0.65 σ
c, 0.7 σ
c, 0.75 σ
c, 0.8 σ
cOr 0.85 σ
c, σ
cMomentary breakdown intensity for rock; Load mode adopts classification to add unloading.
3) earlier rock sample and upper and lower cushion block are installed on same the axis before the test, last lower cushion block and rock sample outer cover heat-shrinkable T bush, heat-shrinkable T bush meeting contraction and rock sample and cushion block after hair dryer heat is dried by the fire several minutes are adjacent to; Each entangles firm, seals with the stainless steel pipe collar heat-shrinkable T bush up and down, prevents oil impregnate.
4) will install axially and the rock sample of transverse strain sensor is put into the self-equilibrating triaxial cell of rock flow graph, and adjust the center, make the axis and the testing machine of rock sample load central lines, the heterogeneity of avoiding eccentric compression to cause rock to load, thus rock rheology test findings influenced.
5) loading speed by 0.05MPa/s is applied to predetermined confined pressure value by oil system to rock sample, and rock sample is under the hydrostatic force, arrives the setting value of confined pressure, and after waiting for that distortion is stable, axial deformation and transversely deforming value compose zero.Apply axial deviatoric stress by 0.05～0.1MPa/s, when being loaded on the 1st grade of stress level of setting, keep the axial deviatoric stress of rock sample constant, measure and write down the duration (strain rate or strain rate situation of change according to sample are determined, but made it to be equal to as far as possible) of rock sample axial strain and time relation and deviatoric stress levels at different levels.
In the sampling interval 1h of testing site, every 10min adopts a point, and 1h per hour adopts a point later on, and the later stage, for obtaining the tertiary creep curve, every 1min adopted a point when closing on breakage level.
6) after the distortion under the 1st grade of stress level is stable, change the 2nd grade of stress level that adds to setting, and it is constant to keep this stress level, measures and record rock sample axial strain and time relationship, after distortion is stable, enter the next stage stress level, till test is finished;
7) take out rock sample, describe its failure mode, the arrangement test figure just can obtain the creep of rock distortion and the time relation of stress level correspondences at different levels under the different confined pressures, and determines the long-term strength of rock with the overstrain method.The overstrain method is to add the method that its long-term strength is determined in the irreversible transformation that produces in the unloading rheology process according to rock mass classification, rock can produce irreversible transformation in adding unloading rheology process, wherein a part is because snap produces, some produces in the rheology process, after the axial stress level meets or exceeds its long-term strength, the irreversible transformation that produces in the rheology process has growth by a relatively large margin, and the residual deformation after the unloading also can correspondingly increase.Therefore this stress level intensity when the residual deformation amount is suddenlyd change calls the overstrain method as the method for rock long-term strength.
The triaxial rheology test method is adopted in test in the described step 1), and confined pressure is σ
3, axial compression is σ
1, axially deviatoric stress is σ
1-σ
3
Adopt ultra-thin high-intensity heat-shrink tube and stainless steel pipe collar sealing test block in the described step 3), prevent oil impregnate in the process of the test or because of the deformation measurement of heat-shrink tube deformation effect rock.
The present invention has following technical advantage:
(1) rationally determined the size of test confined pressure, the distortion sudden change of having avoided hard brittle rock partial fracture to cause, what reduced testing machine again as far as possible axially goes out force level, has reduced the requirement of testing machine and has improved the stability of rheological test.
(2) rationally be provided with the branch progression that test loads, both satisfied testing requirements, reduced test period again, saved the human and material resources of test.
(3) rationally be provided with and write down the time interval of gathering, reduced huge data message and guaranteed the validity and the availability of test figure.
(4) employing adds the elongated phase intensity of overstrain method analysis stream that unloads rheology, obtains good effect.
(5) this invention can be widely used in the rheological test of hard brittle rock in engineering fields such as traffic, water power, the energy, mine, national defence.
Description of drawings
Fig. 1 is the process chart of hard brittle rock rheological test;
Fig. 2 is a triaxial rheology charger synoptic diagram;
Fig. 3 adds the axial compression load path figure of unloading for classification;
Fig. 4 adds unloading axial strain figure down for classification;
Fig. 5 adds the overstrain figure that the unloading circulation produces for single-stage;
Fig. 6 determines long-term strength figure for the overstrain that classification adds unloading;
Among the figure, 1. base, 2. clip, 3. rock sample seat, 4. axial deformation sensor, 5. transversely deforming sensor, 6. rock sample, 7. pressure chamber, 8. cushion block.
Embodiment
The present invention is further described below in conjunction with drawings and Examples.
A kind of triaxial rheology test technology and method of hard brittle rock may further comprise the steps:
1) determines the size of hard brittle rock uniaxial compressive strength, adopt the triaxial rheology mode to load.
2) the confined pressure size of confirmed test, test load classification and load mode.Confined pressure σ
3The suggestion value is
σ
CuUniaxial compressive strength for rock.Test loads 6～8 grades of classification suggestions, according to available research achievements, solid rock is supposed its long-term strength σ
∞=(0.7-0.8) σ
c, therefore, the axial compression σ of triaxial rheology test
1Drafting is 0.5 σ
c, 0.55 σ
c, 0.6 σ
c, 0.65 σ
c, 0.7 σ
c, 0.75 σ
c, 0.8 σ
cOr 0.85 σ
c, σ
cMomentary breakdown intensity for rock.Load mode adopts classification to add unloading, as Fig. 3.
3) earlier rock sample 6 and upper and lower cushion block 8 are installed on same the axis before the test, rock sample 6 is positioned on the rock sample seat 3, and rock sample seat 3 is arranged on the base 1; Last lower cushion block 8 and rock sample 6 outer cover heat-shrinkable T bushs.Heat-shrinkable T bush is understood contraction and rock sample and cushion block through the baking of hair dryer heat and is adjacent to after several minutes; Each entangles firm, seals with the stainless steel pipe collar heat-shrinkable T bush up and down, prevents oil impregnate, as Fig. 2.
4) will install the self-equilibrating triaxial cell 7 that axial deformation sensor 4 and the rock sample 6 of transversely deforming sensor 5 are put into the rock flow graph, pressure chamber 7 is arranged on the base 1 by clip 2, and adjust the center, make the axis and the testing machine of rock sample load central lines, the heterogeneity of avoiding eccentric compression to cause rock to load, thereby influence rock rheology test findings, as Fig. 2.
5) be applied to predetermined confined pressure value for rock sample 6 by the loading speed of 0.05MPa/s by oil system, rock sample is under the hydrostatic force, arrive the setting value of confined pressure, and after waiting for that distortion is stable, axial deformation and transversely deforming value compose zero.Apply axial deviatoric stress by 0.05～0.1MPa/s, when being loaded on the 1st grade of stress level of setting, keep the axial deviatoric stress of rock sample constant, measure and write down the duration (strain rate or strain rate situation of change according to sample are determined, but made it to be equal to as far as possible) of rock sample axial strain and time relation and deviatoric stress levels at different levels;
In the sampling interval 1h of testing site, every 10min adopts a point, and 1h per hour adopts a point later on, and the later stage, for obtaining the tertiary creep curve, every 1min adopted a point when closing on breakage level.
6) after the distortion under the 1st grade of stress level is stable, change the 2nd grade of stress level that adds to setting, and it is constant to keep this stress level, measures and record rock sample axial strain and time relationship, after distortion is stable, enter the next stage stress level, till test is finished.
7) take out rock sample, describe its failure mode, the arrangement test figure just can obtain the creep of rock distortion and time relation (as Fig. 4) of stress level correspondences at different levels under the different confined pressures.
8) determine the long-term strength of rock with the overstrain method, the overstrain method is to add the method that the rock long-term strength is determined in the irreversible transformation that produces in the unloading rheology process according to rock mass classification.Rock can produce irreversible transformation in adding unloading rheology process, wherein a part is because snap produces, some produces in the rheology process, after the axial stress level meets or exceeds its long-term strength, the irreversible transformation that produces in the rheology process has growth by a relatively large margin, and the residual deformation after the unloading also can correspondingly increase.Therefore this stress level intensity when the residual deformation amount is suddenlyd change calls the overstrain method as the method for rock long-term strength.
Fig. 5 adds the irreversible transformation that the unloading circulation produces for single-stage.The irreversible transformation of rock mass has comprised instantaneous plastic yield
With the visco-plasticity deformation epsilon
CpBut have only when stress level and surpassed limit stress σ
sAfter, rock mass has just added the visco-plasticity distortion
This part distortion can not recover after unloading, so σ 〉=σ
sThe overstrain of back rock has remarkable increase.The turning point of this residual deformation can be used as the long-term strength of rock, as Fig. 6.
Used device is existing equipment among the present invention, does not repeat them here.
Claims (1)
1. the triaxial rheology test technology and the method for a hard brittle rock is characterized in that, may further comprise the steps:
1) determine the size of hard brittle rock uniaxial compressive strength, adopt the triaxial rheology mode to load, wherein, confined pressure is σ
3, axial compression is σ
1, axially deviatoric stress is σ
1-σ
3
2) the confined pressure size of confirmed test, test load classification and load mode; Wherein, confined pressure σ
3Value is
σ
CuUniaxial compressive strength for rock; Load mode adopts classification to add unloading, and test loads and is classified as 6～8 grades; According to available research achievements, solid rock is supposed its long-term strength σ
∞=(0.7～0.8) σ
c, therefore, the axial compression σ of triaxial rheology test
1Classification is respectively 0.5 σ
c, 0.55 σ
c, 0.6 σ
c, 0.65 σ
c, 0.7 σ
c, 0.75 σ
c, 0.8 σ
cOr 0.85 σ
c, σ
cMomentary breakdown intensity for rock;
3) earlier rock sample and upper and lower cushion block are installed on same the axis before the test, last lower cushion block and rock sample outer cover heat-shrinkable T bush, heat-shrinkable T bush is adjacent to rock sample and cushion block after shrinking through the baking of hair dryer heat; Each entangles firm, seals with the stainless steel pipe collar heat-shrinkable T bush up and down, prevents oil impregnate;
4) will install axially and the rock sample of transverse strain sensor is put into the self-equilibrating triaxial cell of rock flow graph, and adjust the center, make the axis and the testing machine of rock sample load central lines, the heterogeneity of avoiding eccentric compression to cause rock to load, thus rock rheology test findings influenced;
5) loading speed by 0.05MPa/s is applied to predetermined confined pressure value by oil system to rock sample, and rock sample is under the hydrostatic force, arrives the setting value of confined pressure, and after waiting for that distortion is stable, axial deformation and transversely deforming value compose zero; Apply axial deviatoric stress by 0.05～0.1MPa/s, when being loaded on the 1st grade of stress level of setting, keep the axial deviatoric stress of rock sample constant, the duration of measuring and writing down rock sample axial strain and time relation and deviatoric stress levels at different levels;
In the sampling interval 1h of testing site, every 10min adopts a point, and 1h per hour adopts a point later on, and the later stage, for obtaining the tertiary creep curve, every 1min adopted a point when closing on breakage level;
6) after the distortion under the 1st grade of stress level is stable, change the 2nd grade of stress level that adds to setting, and it is constant to keep this stress level, measures and record rock sample axial strain and time relationship, after distortion is stable, enter the next stage stress level, till test is finished;
7) take out rock sample, describe its failure mode, the arrangement test figure obtains the creep of rock distortion and the time relation of stress level correspondences at different levels under the different confined pressures, and determines the long-term strength of rock with the overstrain method.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2010105550654A CN102128741A (en) | 2010-11-23 | 2010-11-23 | Triaxial rheological test process and method for hard and crisp rock |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2010105550654A CN102128741A (en) | 2010-11-23 | 2010-11-23 | Triaxial rheological test process and method for hard and crisp rock |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN102128741A true CN102128741A (en) | 2011-07-20 |
Family
ID=44266914
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN2010105550654A Pending CN102128741A (en) | 2010-11-23 | 2010-11-23 | Triaxial rheological test process and method for hard and crisp rock |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN102128741A (en) |
Cited By (25)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102221504A (en) * | 2011-04-14 | 2011-10-19 | 中国矿业大学 | Path loading method used in determination of rock triaxial strength after failure |
| CN102384874A (en) * | 2011-08-24 | 2012-03-21 | 中原工学院 | Method and pressure chamber for measuring crack characteristics of damaged rock |
| CN102564855A (en) * | 2011-12-31 | 2012-07-11 | 长安大学 | Numerical method for graded crushed stone dynamic triaxial test |
| 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 |
| CN103528897A (en) * | 2013-10-17 | 2014-01-22 | 三峡大学 | Method for determining critical state parameter in data of large scale triaxial test on coarse-grained soil under high ambient pressure |
| CN103822828A (en) * | 2014-02-17 | 2014-05-28 | 中国石油大学(华东) | Rock creep rupture measuring method after peak strength |
| CN103837418A (en) * | 2014-03-18 | 2014-06-04 | 中国矿业大学 | Loading path method for measuring triaxial rheology characteristic of burst rock |
| CN104034577A (en) * | 2014-05-13 | 2014-09-10 | 赵江霞 | Partial one-way dynamic unloading device in hydrostatic pressure state |
| CN104849134A (en) * | 2015-05-26 | 2015-08-19 | 中国石油大学(华东) | Method for determining long-period strength of rock through multistage stress staged loading creep mechanic test |
| CN105021444A (en) * | 2015-06-29 | 2015-11-04 | 河海大学 | Steady rheology rate cross point-based determination method of rock long-time strength parameters |
| CN105043905A (en) * | 2015-06-29 | 2015-11-11 | 河海大学 | Method for determining long-term strength parameter of rock based on steady-flow variable-rate tangent line |
| CN105259035A (en) * | 2015-10-26 | 2016-01-20 | 中国石油大学(华东) | Method for establishing rock material ageing and elastic-plastic mechanics constitutive model |
| 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 |
| CN106885733A (en) * | 2017-03-15 | 2017-06-23 | 中国电建集团华东勘测设计研究院有限公司 | A kind of method that rock mass long-term strength is directly determined by fast creep experiment |
| CN108732015A (en) * | 2018-06-05 | 2018-11-02 | 四川大学 | Reflection rock length load lasts the test method of creep behaviour |
| CN110044716A (en) * | 2019-02-02 | 2019-07-23 | 中南大学 | Rock burst proneness Grade Judgment of the response lag than index is unloaded based on adding |
| CN110346218A (en) * | 2019-07-11 | 2019-10-18 | 辽宁工业大学 | A kind of creep of rock test method based under different exploitation stress paths |
| CN110542615A (en) * | 2019-09-06 | 2019-12-06 | 山东大学 | High-temperature triaxial unloading rheological test method for hard and brittle rock |
| CN110579400A (en) * | 2019-09-25 | 2019-12-17 | 西南石油大学 | Measuring and calculating method for micro-scale strength and residual strength of brittle rock |
| US10690649B2 (en) * | 2017-12-28 | 2020-06-23 | Taiyuan University Of Technology | Supercritical CO2 reactor and test system of creepage, diffusion and erosion of rock mass |
| CN111323310A (en) * | 2020-04-15 | 2020-06-23 | 高军 | Experimental device and method for soft rock loading and unloading plastic creep simulation |
| CN112284902A (en) * | 2020-10-28 | 2021-01-29 | 哈尔滨工业大学 | Conversion method from triaxial creep test result of graded loading rock soil to respective loading |
| CN113376005A (en) * | 2021-06-18 | 2021-09-10 | 大连理工大学 | Rockfill material final rheological strain prediction method based on long-term strength level of particles |
| CN113529681A (en) * | 2021-06-04 | 2021-10-22 | 吉林建筑大学 | Roadbed dynamic triaxial resilience modulus tester |
| CN114136817A (en) * | 2021-11-03 | 2022-03-04 | 元能科技（厦门）有限公司 | Evaluation method for crushing strength of powder particles |
Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN1087719A (en) * | 1992-12-01 | 1994-06-08 | 中国矿业大学 | Three-axis rock cave reheological test instrument |
| CN1948945A (en) * | 2006-10-24 | 2007-04-18 | 中国矿业大学(北京) | Material flowing deformation disturbed effect testing system and testing method thereof |
| CN101135622A (en) * | 2007-10-10 | 2008-03-05 | 中国科学院武汉岩土力学研究所 | Rock double linkage three axis rheogeniometer |
| CN101216405A (en) * | 2007-12-28 | 2008-07-09 | 重庆大学 | Coal rheology seepage flow test device |
| CN201141825Y (en) * | 2008-01-25 | 2008-10-29 | 成都理工大学 | Mold for osmosis test of square column body sample under high confining pressure |
| CN201575952U (en) * | 2009-10-30 | 2010-09-08 | 长春试验机研究所有限公司 | Multi-head soil three-axis rheological testing machine |
-
2010
- 2010-11-23 CN CN2010105550654A patent/CN102128741A/en active Pending
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN1087719A (en) * | 1992-12-01 | 1994-06-08 | 中国矿业大学 | Three-axis rock cave reheological test instrument |
| CN1948945A (en) * | 2006-10-24 | 2007-04-18 | 中国矿业大学(北京) | Material flowing deformation disturbed effect testing system and testing method thereof |
| CN101135622A (en) * | 2007-10-10 | 2008-03-05 | 中国科学院武汉岩土力学研究所 | Rock double linkage three axis rheogeniometer |
| CN101216405A (en) * | 2007-12-28 | 2008-07-09 | 重庆大学 | Coal rheology seepage flow test device |
| CN201141825Y (en) * | 2008-01-25 | 2008-10-29 | 成都理工大学 | Mold for osmosis test of square column body sample under high confining pressure |
| CN201575952U (en) * | 2009-10-30 | 2010-09-08 | 长春试验机研究所有限公司 | Multi-head soil three-axis rheological testing machine |
Non-Patent Citations (3)
| Title |
|---|
| 《中国优秀硕士学位论文全文数据库》 20061227 刘江 《层状盐岩力学特性试验研究及其理论分析》 第92-93页 1 , * |
| 《岩土力学》 20050430 徐卫亚等 《绿片岩三轴流变力学特性的研究(Ⅰ):试验结果》 第532-536页 1 第26卷, 第4期 * |
| 《岩石力学与工程学报》 20060531 崔希海等 《岩石流变特性及长期强度的试验研究》 第1021-1024页 1 第25卷, 第5期 * |
Cited By (38)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102221504B (en) * | 2011-04-14 | 2012-09-05 | 中国矿业大学 | Path loading method used in determination of rock triaxial strength after failure |
| CN102221504A (en) * | 2011-04-14 | 2011-10-19 | 中国矿业大学 | Path loading method used in determination of rock triaxial strength after failure |
| CN102384874A (en) * | 2011-08-24 | 2012-03-21 | 中原工学院 | Method and pressure chamber for measuring crack characteristics of damaged rock |
| CN102384874B (en) * | 2011-08-24 | 2014-09-03 | 中原工学院 | Method and pressure chamber for measuring crack characteristics of damaged rock |
| CN102564855A (en) * | 2011-12-31 | 2012-07-11 | 长安大学 | Numerical method for graded crushed stone dynamic triaxial test |
| 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 |
| CN103528897B (en) * | 2013-10-17 | 2015-11-11 | 三峡大学 | Coarse-grained soil large triaxial test data critical conditions parameter determination method under high confining pressure |
| CN103528897A (en) * | 2013-10-17 | 2014-01-22 | 三峡大学 | Method for determining critical state parameter in data of large scale triaxial test on coarse-grained soil under high ambient pressure |
| CN103822828A (en) * | 2014-02-17 | 2014-05-28 | 中国石油大学(华东) | Rock creep rupture measuring method after peak strength |
| CN103822828B (en) * | 2014-02-17 | 2014-11-05 | 中国石油大学(华东) | Rock creep rupture measuring method after peak strength |
| CN103837418A (en) * | 2014-03-18 | 2014-06-04 | 中国矿业大学 | Loading path method for measuring triaxial rheology characteristic of burst rock |
| CN103837418B (en) * | 2014-03-18 | 2016-08-17 | 中国矿业大学 | A kind of mensuration ruptures the load path method of rear rock triaxial rheology characteristic |
| CN104034577A (en) * | 2014-05-13 | 2014-09-10 | 赵江霞 | Partial one-way dynamic unloading device in hydrostatic pressure state |
| CN104034577B (en) * | 2014-05-13 | 2016-08-24 | 赵江霞 | The unidirectional dynamic offloading device in local under hydrostatic pressure state |
| CN104849134B (en) * | 2015-05-26 | 2016-01-20 | 中国石油大学(华东) | Multistage stress grading loads the method that Long-time strength of rock is determined in Creep Mechanics test |
| CN104849134A (en) * | 2015-05-26 | 2015-08-19 | 中国石油大学(华东) | Method for determining long-period strength of rock through multistage stress staged loading creep mechanic test |
| CN105043905A (en) * | 2015-06-29 | 2015-11-11 | 河海大学 | Method for determining long-term strength parameter of rock based on steady-flow variable-rate tangent line |
| CN105043905B (en) * | 2015-06-29 | 2017-12-22 | 河海大学 | A kind of Long-time strength of rock parameter determination method based on stable state rheological rate tangent line |
| CN105021444A (en) * | 2015-06-29 | 2015-11-04 | 河海大学 | Steady rheology rate cross point-based determination method of rock long-time strength parameters |
| CN105259035A (en) * | 2015-10-26 | 2016-01-20 | 中国石油大学(华东) | Method for establishing rock material ageing and elastic-plastic mechanics constitutive model |
| CN105259035B (en) * | 2015-10-26 | 2016-05-11 | 中国石油大学(华东) | A kind of construction method of rock material timeliness-plastoelasticity constitutive model |
| 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 |
| CN106885733A (en) * | 2017-03-15 | 2017-06-23 | 中国电建集团华东勘测设计研究院有限公司 | A kind of method that rock mass long-term strength is directly determined by fast creep experiment |
| US10690649B2 (en) * | 2017-12-28 | 2020-06-23 | Taiyuan University Of Technology | Supercritical CO2 reactor and test system of creepage, diffusion and erosion of rock mass |
| CN108732015A (en) * | 2018-06-05 | 2018-11-02 | 四川大学 | Reflection rock length load lasts the test method of creep behaviour |
| CN110044716A (en) * | 2019-02-02 | 2019-07-23 | 中南大学 | Rock burst proneness Grade Judgment of the response lag than index is unloaded based on adding |
| CN110346218A (en) * | 2019-07-11 | 2019-10-18 | 辽宁工业大学 | A kind of creep of rock test method based under different exploitation stress paths |
| CN110346218B (en) * | 2019-07-11 | 2021-08-03 | 辽宁工业大学 | Rock creep test method based on different mining stress paths |
| CN110542615A (en) * | 2019-09-06 | 2019-12-06 | 山东大学 | High-temperature triaxial unloading rheological test method for hard and brittle rock |
| CN110579400A (en) * | 2019-09-25 | 2019-12-17 | 西南石油大学 | Measuring and calculating method for micro-scale strength and residual strength of brittle rock |
| CN110579400B (en) * | 2019-09-25 | 2021-11-26 | 西南石油大学 | Measuring and calculating method for micro-scale strength and residual strength of brittle rock |
| CN111323310A (en) * | 2020-04-15 | 2020-06-23 | 高军 | Experimental device and method for soft rock loading and unloading plastic creep simulation |
| CN111323310B (en) * | 2020-04-15 | 2022-05-20 | 高军 | Experimental device and method for soft rock loading and unloading plastic creep simulation |
| CN112284902A (en) * | 2020-10-28 | 2021-01-29 | 哈尔滨工业大学 | Conversion method from triaxial creep test result of graded loading rock soil to respective loading |
| CN113529681A (en) * | 2021-06-04 | 2021-10-22 | 吉林建筑大学 | Roadbed dynamic triaxial resilience modulus tester |
| CN113376005A (en) * | 2021-06-18 | 2021-09-10 | 大连理工大学 | Rockfill material final rheological strain prediction method based on long-term strength level of particles |
| CN113376005B (en) * | 2021-06-18 | 2023-12-15 | 大连理工大学 | Method for predicting final rheological strain of rock-fill material based on long-term strength level of particles |
| CN114136817A (en) * | 2021-11-03 | 2022-03-04 | 元能科技（厦门）有限公司 | Evaluation method for crushing strength of powder particles |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN102128741A (en) | Triaxial rheological test process and method for hard and crisp rock | |
| US10928282B2 (en) | Method and device for determining elasticity of cement stone utilized in well cementing of oil-gas well | |
| CN105021444B (en) | A kind of Long-time strength of rock parameter determination method based on stable state rheological rate intersection point | |
| CN110726608B (en) | Shale brittleness evaluation method based on stress-strain curve energy evolution | |
| CN101718655B (en) | Method for measuring time effect of hard rock strength | |
| CN110044716A (en) | Rock burst proneness Grade Judgment of the response lag than index is unloaded based on adding | |
| Zhao et al. | Laboratory creep tests for time-dependent properties of a marble in Jinping II hydropower station | |
| CN103837418A (en) | Loading path method for measuring triaxial rheology characteristic of burst rock | |
| Li et al. | Factor analysis and numerical simulation of rock breaking efficiency of TBM deep rock mass based on orthogonal design | |
| Lu et al. | Analytical solutions of stress and displacement in strain softening rock mass around a newly formed cavity | |
| Hou et al. | Evaluating long-term strength and time to failure of sandstone with different initial damage | |
| Xu et al. | Long-term stability analysis of large-scale underground plant of Xiangjiaba hydro-power station | |
| Hou et al. | Effects of initial damage on time-dependent behavior of sandstone in uniaxial compressive creep test | |
| CN109915182B (en) | Design parameter determination method for deep-buried large-span underground cavern group | |
| Wang et al. | Effect of loading rate on the mechanical and seepage characteristics of gas-bearing coal–rock and its mechanical constitutive model | |
| Chen et al. | Creep Properties of Mudstone Interlayer in Bedded Salt Rock Energy Storage Based on Multistage Creep Test: A Case Study of Huai’an Salt Mine, Jiangsu Province | |
| CN111680896B (en) | Coal mine underground reservoir safety distance determining method | |
| CN113125266A (en) | Method for acquiring aging degradation evolution equation of rock cohesion and internal friction angle | |
| Jia et al. | Experimental investigations on rheological properties of mudstone in kilometer-deep mine | |
| CN110542615A (en) | High-temperature triaxial unloading rheological test method for hard and brittle rock | |
| Tang et al. | Experimental study on rheological deformation and stress properties of limestone | |
| Yang et al. | Experimental study on nonlinear mechanical behavior and sampling damage characteristics of rocks from depths of 4900–6830 m in Well Songke-2 | |
| Liu et al. | Residual Strength Estimation Method of Soft Coal Based on Equivalent Residual Strain Ratio | |
| Du et al. | Investigation on Creep Characteristics of Rock-Like with Precast Internal Fissures under Different Temperatures and Confining Pressures | |
| Chong et al. | Triaxial rheological mechanism and creep model of mudstone under complex stress |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| C10 | Entry into substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| C02 | Deemed withdrawal of patent application after publication (patent law 2001) | ||
| WD01 | Invention patent application deemed withdrawn after publication |
Application publication date: 20110720 |