CN106124316A - The anisotropic indoor true triaxial test method of bulk solid rock-soil material - Google Patents
The anisotropic indoor true triaxial test method of bulk solid rock-soil material Download PDFInfo
- Publication number
- CN106124316A CN106124316A CN201610489976.9A CN201610489976A CN106124316A CN 106124316 A CN106124316 A CN 106124316A CN 201610489976 A CN201610489976 A CN 201610489976A CN 106124316 A CN106124316 A CN 106124316A
- Authority
- CN
- China
- Prior art keywords
- stress
- bulk solid
- sample
- true triaxial
- soil material
- 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.)
- Granted
Links
Classifications
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- 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
-
- G—PHYSICS
- 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
- G01N2203/0058—Kind of property studied
- G01N2203/0069—Fatigue, creep, strain-stress relations or elastic constants
- G01N2203/0075—Strain-stress relations or elastic constants
Landscapes
- Physics & Mathematics (AREA)
- Health & Medical Sciences (AREA)
- Life Sciences & Earth Sciences (AREA)
- Chemical & Material Sciences (AREA)
- Analytical Chemistry (AREA)
- Biochemistry (AREA)
- General Health & Medical Sciences (AREA)
- General Physics & Mathematics (AREA)
- Immunology (AREA)
- Pathology (AREA)
- Investigating Strength Of Materials By Application Of Mechanical Stress (AREA)
Abstract
The invention discloses a kind of anisotropic indoor true triaxial test method of bulk solid rock-soil material, first obtain basic physico-mechanical properties and the relevant parameter of bulk solid rock-soil material；Use sand rain method to prepare bulk solid true triaxial sample, and carry out unidirectional load test to determine that sample is in isotropism original state from deposition direction and vertical deposition direction respectively；Carry out two benches loading again, apply stress respectively from big principal direction of stress, intermediate principal stress direction and minor principal stress direction so that sample is in anisotropy original state；Apply practical stress path, monitor and record the stress in process of the test, strain the change with stress increment, obtain macro-mechanical characters curve；Calculate and initially play mould, Poisson's ratio, yield focus and peak stress, it is thus achieved that anisotropic stress emergent property and strength of anisotropy characteristic.Beneficial effect: obtain bulk solid rock-soil material anisotropic stress strain rule under complicated conditions.
Description
Technical field
The present invention relates to a kind of indoor true triaxial test method, particularly relate to a kind of bulk solid rock-soil material anisotropy
Indoor true triaxial test method, belong to rock-soil material mechanical characteristic and application thereof under Geotechnical Engineering 3 D complex stress condition and grind
Study carefully field.
Background technology
It is classical elastic that soil mechanics is initially fully established at based on the testings of materials such as metal, elastic plastic theory system it
On, these classical theories are difficult to the soil body material to complexity with very strong constitutive property, the especially mechanics of bulk solid rock-soil material
Description true, rational and analysis are made in behavior；Laboratory test directly reproducing as soil body mechanical behavior, is that this structure of the soil body closes
System's research, soil stabilization and the important foundation of deformation analysis.The feature of soil mechanics itself determines test in its research and development
Important function in journey.The development of soil mechanics, based on test, and the theory proposed, check by testing again；As soil
The undisturbed soil on Mechanics Development basis fetches earth technology, laboratory soil test technology, in-situ testing technique, modeling techniques etc., for
The development of soil mechanics provides strong support, for setting up and checking soil constitutive model offer test basis.
Conventional geotechnique's laboratory test, such as triaxial test, one-dimensional consolidation test etc., rises in the initial development stage of soil mechanics
Important function, is the important content separated in traditional mechanics framework of soil mechanics and mark.But, along with Geotechnical Problems
Complication and soil strength variation understanding deepened constantly, set up under axial-symmetric condition with ordinary triaxial test as representative
Routine test, it is impossible to what the satisfied understanding for soil body stress-strain relation under complex stress condition and steady-state deformation were analyzed wants
Ask, soil body ess-strain rule under complex stress condition and under complicated boundary condition can be reflected with true triaxial as representative
Test apparatus and method continue to bring out, such as true triaxil tester, hollow cylinder torsional shear instrument etc..Wherein, true triaxil tester can reflect with it
Soil body stress-strain relation under three principal stress states, operation principle is clear, develops relative maturity, operates relatively easy,
It is the important tests instrument of stress-strain relation under research soil body complex stress condition, but corresponding true triaxial test method, especially
It is not enough for the Test Research of bulk solid anisotropy mechanical characteristic under complex stress condition.
In the initial period of Development of Soil Mechanics, the stable and deformation of the original state soil body, if foundation bearing capacity and sedimentation are people
Major issue of interest, this fairly simple problem can be reduced to one-dimensional problem.Therefore, test apparatus in early days with
Direct shear apparatus and Uniaxial Compression instrument are representative.In carrying out one-dimensional consolidation test, the sample in compressometer is practically at without lateral
Under the conditions of deformation boundaries, it is only applicable to the compressibility soil layer relatively thin in the ground condition by Large-area load；Direct shear apparatus exists
Being further applied load period, although the direction of intermediate principal stress is constant, but big principal stress and minor principal stress direction change, although according to broken
The direct stress in bad time and shear stress, can calculate big, little direct stress, but intermediate principal stress cannot obtain；And, shear stress
It is distributed the most uneven, real stress-strain relation can not be obtained.The test method in above-mentioned simple stress path is the most more
Ripe.
In engineering practice, the actual stress path that soil body unit is experienced is complicated and changeable, under the conditions of triaxiality,
Different loading modes, under different stress conditions, the stable and problem on deformation of the soil body exists in a large number, as in municipal engineering construction deeply,
The change of the stress state that the excavation of Large Foundation Pit and supporting cause；In basement process, vacuum preloading method is taken out, is unloaded vacuum and drawn
The change of the minor principal stress risen；The change etc. of the internal element stress state that high earth and rockfill dam water-retention causes in hydraulic engineering, many
Case history also demonstrates that the anisotropic calculating that the 3 D complex stress state not considering material causes with different loading modes
Method is incomplete；On the other hand, existing laboratory test means are limited, and the conventional soil constitutive model of great majority is built upon often
On the basis of rule triaxial test, can only be under axial-symmetric condition, the ess-strain feature of axial loading condition is described, more in addition
Isotropic hypothesis is generalized to other directions, and can not reflect the strength characteristic under the conditions of triaxiality.True triaxial test
By being further applied load respectively increment from three principal directions of stress, can realize simulating real soil body three-dimensional stress constraint and never
The different stress paths of equidirectional loading.
Although having passed through true triaxial test at present the mechanical characteristic of the soil body is simulated and research, but as a kind of multiple
Unconventional Experimental Method in Laboratory under miscellaneous stress state, the most little systematic Test Research, and also existing a small amount of true
Triaxial test method the most all concentrates on the research of soil strength characteristic, grinding of counter stress strain stress relation under the conditions of different triaxiality
Study carefully also seldom, and to carry out and to meet the ground ess-strain rule of different stress paths under true three-dimension stress state and carry out should
Force deformation numerical analysis, it is necessary to according to corresponding indoor true triaxial stress path tests method, carry out and meet actual the answering of engineering
Stress path true triaxial test under miscellaneous stress condition, could close the strain of soil body anisotropic stress under complex stress condition
System rationally describes.
Summary of the invention
Present invention is primarily targeted at, overcome deficiency of the prior art, it is provided that a kind of bulk solid rock-soil material respectively to
The indoor true triaxial test method of the opposite sex, can obtain the anisotropic stress strain under complicated conditions of bulk solid rock-soil material
Rule, is possible not only to study the strength theory of the bulk solid rock-soil material under complex stress condition, simultaneously should to complexity
The anisotropic stress strain energy comprehensive simulated of bulk solid rock-soil material under the conditions of power.
In order to achieve the above object, the technical solution adopted in the present invention is:
A kind of anisotropic indoor true triaxial test method of bulk solid rock-soil material, comprises the following steps:
1) bulk solid rock-soil material to be tested is prepared；
2) according to indoor conventional soil body physico mechanical characteristic test, it is thus achieved that the basic physico-mechanical properties of bulk solid rock-soil material and
Relevant parameter；
3) use sand rain method, prepare bulk solid true triaxial cuboid sample with bulk solid rock-soil material；And respectively by from deposition
Unidirectional load test is carried out in direction and the two direction, vertical deposition direction, compares the stress strain curve of both direction,
Bulk solid true triaxial cuboid sample is made to enter next step after being in isotropism original state；
4) the bulk solid true triaxial cuboid sample being in isotropism original state is carried out two benches loading, respectively from big main
Stress is applied on stress direction, intermediate principal stress direction and minor principal stress direction these three principal direction of stress；
When first stage loads, keep applying equal grade to primary stress on three principal directions of stress so that bulk solid true three
Axle cuboid sample is still in isotropism original state；
When second stage loads, apply respectively not wait to stress increment from three principal directions of stress so that bulk solid true triaxial
Cuboid sample is in anisotropy original state；
5) according to the experienced stress path of soil body unit in actual condition, the bulk solid true three being in anisotropy original state is given
Axle cuboid sample applies the practical stress path that stress path experienced with soil body unit is consistent；
6) monitoring and recording step 5) apply practical stress path process of the test in stress, strain with stress increment
Change, obtains the macro-mechanical characters curve of bulk solid true triaxial cuboid sample；
7) the macro-mechanical characters curve of the bulk solid true triaxial cuboid sample obtained according to step 6), and integrating step 2) obtain
The basic physico-mechanical properties of the bulk solid rock-soil material obtained and relevant parameter, collated, calculate respectively and initially play mould, Poisson
Ratio, yield focus and peak stress, thus obtain the anisotropic stress of bulk solid rock-soil material under 3 D complex stress condition
Emergent property and strength of anisotropy characteristic.
The present invention is further arranged to: described step 2) in relevant parameter include density, moisture content, proportion, granular-grade
Join and Penetration Signature.
The present invention is further arranged to: prepare bulk solid true triaxial cuboid sample, concrete steps in described step 3)
For,
Size 3-1) designing bulk solid true triaxial cuboid sample is long L, wide B, high H；
On true triaxial instrument base, 3-2) place the permeable stone of L × B × 0.5cm, permeable stone is placed same size
The saturated filter paper soaked, then rubber membrane is mounted on base, then priority rubber gasket and compress frame, by location
Screw is fixed on base, it is ensured that rubber membrane lower end seals with pressure chamber base plate；
3-3) split backing cylinder therefrom principal direction of stress entangled rubber membrane and fix with bolt, complete split backing cylinder and
The installation of rubber membrane；
3-4) by de aerated water from being opened on the lower drain pipe stage of base, being slowly injected into rubber membrane, load weighted soil sample is placed in
Funnel, by rubber membrane top end opening, even laminating is spilled into, and after every layer has been spilt, uniformly vibrates with metal bar；Water filling, spills sand, shakes
Smash, the most repeatedly, until soil sample all fills complete；Smooth sand sample top, will soak after filter paper be overlying on sand sample, add permeable stone,
Add pressure cap, fix with bolt, make sample be entirely sealed in rubber membrane；
3-5) de aerated water is passed through the lower drain pipe of base, penetrates through sample, eject air pocket in sample, through adding pressure cap
On upper drain pipe discharge；Again by balloon burette opening part air-breathing of drain pipe on connecting, produce slight negative pressure, make sample
Can stand；Remove split backing cylinder, dispose intermediate principal stress pressue device, fixing sensor, seal pressure room；Then, pass through
Back-pressure is saturated so that sample saturation reaches more than 95%, completes preparation.
The present invention is further arranged to: a diameter of 5mm of described metal bar.
The present invention is further arranged to: the macro-mechanical characters curve in described step 6) includes that different principal direction of stress should
Power increment-difference principal direction of stress stress increment-strain curve.
The present invention is further arranged to: the yield focus in described step 7) includes p-q plane yield focus and inclined plane
Yield focus.
The present invention is further arranged to: strong according to the anisotropic stress emergent property in described step 7) and anisotropy
Degree characteristic, sets up constitutive model and the criterion of strength of bulk solid rock-soil material respectively, and then by establishment corresponding program section, it is thus achieved that
The numerical analysis of anisotropy mechanical characteristic Geotechnical Engineering is considered under 3 D complex stress condition.
Compared with prior art, the invention have the advantages that:
1, tradition normal triaxial test and General Proper triaxial test method are required to the in addition assumption of isotropy, and they all can not be expired
Under the conditions of foot true three-dimension stress-space, the complicated loading stress path shadow to bulk solid ground anisotropic stress strain rule
Ring, it is impossible to describe the stress anisotropy and relevant deformation and stable problem being widely present in engineering.And the present invention's is true
Triaxial test method, is advised by the performance of laboratory test simulation bulk solid rock-soil material inherent anisotropy and stress anisotropy
Rule, by the comparison of result of the test and analysis, disclosing Soil Anisotropic mechanical characteristic in stress-strain relation and intensity
The embodiment of theoretical side.
2, the anisotropic approaches that the test sample preparation method that the present invention proposes causes, by preparing through sand rain method
A direction from vertical deposition direction of true triaxial sample apply stress increment, check the stress of other two principal directions of stress
Deformation rule, can test to the initial anisotropy degree of sample；Before stress path tests starts, by applying etc. to
Minor principal stress, it is ensured that test initial isotropism, thus eliminate the structural anisotropy that dress sample causes；Again by applying
Different complex stress conditions, simulates actual soil body unit initial and does not waits to stress state, can to sample primary respectively to
The opposite sex is simulated；Stress increment is applied from different principal directions of stress on this basis further according to actual stress path, thus can
To carry out unidirectional loading and complicated stress environment loading respectively, thus simulate stress anisotropy.Therefore, the present invention proposes
True triaxial stress path tests method, can obtain bulk solid rock-soil material anisotropic stress strain gauge under complicated conditions
Rule, is possible not only to study, the strength theory of the bulk solid rock-soil material under complex stress condition simultaneously to complex stress
Under the conditions of the anisotropic stress strain energy comprehensive simulated of bulk solid rock-soil material.
3, the present invention is by true triaxial test anisotropic stress strain under bulk solid rock-soil material complex stress condition
The advantage of relation research, constitutive model and numerical simulation for bulk solid rock-soil material anisotropy mechanical characteristic provide new
Research Thinking.And according to indoor complicated stress environment true triaxial test result, carry out corresponding anisotropy soil body constitutive model and grind
Study carefully work, set up corresponding constitutive model, be applied to stress deformation numerical simulation, under the conditions of complicated stress environment in engineering practice
Resistance to shear of soil deformation rule is simulated, and analyzes stable and deformation, and proposes corrective measure from construction or design aspect, thus right
Practical Project has certain directive significance.
Foregoing is only the general introduction of technical solution of the present invention, in order to be better understood upon the technological means of the present invention, under
Face combines accompanying drawing, and the invention will be further described.
Accompanying drawing explanation
Fig. 1 is the implementation process flow chart of the present invention；
Fig. 2 is that the sand rain method that uses of the present invention prepares sample and the implementation process flow chart of isotropism original state checking；
Fig. 3 is the unidirectional loading stress path schematic diagram of the present invention；
Fig. 4 is that the complicated stress environment of the present invention loads schematic diagram.
Detailed description of the invention
Below in conjunction with Figure of description, the present invention is further illustrated.
As it is shown in figure 1, the present invention provides a kind of bulk solid rock-soil material anisotropic indoor true triaxial test method, bag
Include following steps:
1) bulk solid rock-soil material to be tested is prepared.
2) according to indoor conventional soil body physico mechanical characteristic test, it is thus achieved that the basic physical mechanics property of bulk solid rock-soil material
Matter and relevant parameter；Wherein, relevant parameter includes density, moisture content, proportion, grain composition and Penetration Signature.
3) use sand rain method, prepare bulk solid true triaxial cuboid sample with bulk solid rock-soil material；And respectively by from
Unidirectional loading is carried out in deposition direction (generally vertical direction) and vertical deposition direction (generally horizontal direction) the two direction
Test, compares the stress strain curve of both direction so that bulk solid true triaxial cuboid sample is at the beginning of isotropism
Next step is entered, as shown in Figure 2 after beginning state.
Wherein, prepare bulk solid true triaxial cuboid sample, concretely comprise the following steps,
Size 3-1) designing bulk solid true triaxial cuboid sample is long L, wide B, high H；
On true triaxial instrument base, 3-2) place the permeable stone of L × B × 0.5cm, permeable stone is placed same size
The saturated filter paper soaked, then rubber membrane is mounted on base, then priority rubber gasket and compress frame, by location
Screw is fixed on base, it is ensured that rubber membrane lower end seals with pressure chamber base plate, prevents from leaking in test；
3-3) split backing cylinder therefrom principal direction of stress entangled rubber membrane and fix with bolt, producing during preventing from filling sample
Raw unnecessary disturbance, completes split backing cylinder and the installation of rubber membrane；
3-4) by de aerated water from being opened on the lower drain pipe stage of base, being slowly injected into rubber membrane, load weighted soil sample is placed in
Funnel, by rubber membrane top end opening, even laminating is spilled into, and after every layer has been spilt, uniformly vibrates with the metal bar of a diameter of 5mm；
Water filling, spills sand, vibrates, the most repeatedly, until soil sample all fills complete；Smooth sand sample top, the filter paper after soaking is overlying on sand sample
On, add permeable stone, add pressure cap, fix with bolt, make sample be entirely sealed in rubber membrane；
3-5) de aerated water is passed through the lower drain pipe of base, penetrates through sample, eject air pocket in sample, through adding pressure cap
On upper drain pipe discharge；Again by balloon burette opening part air-breathing of drain pipe on connecting, produce slight negative pressure, make sample
Can stand；Remove split backing cylinder, dispose intermediate principal stress pressue device, fixing sensor, seal pressure room；Then, pass through
Back-pressure is saturated so that sample saturation reaches more than 95%, completes preparation；Need to apply initial grade to consolidation pressure further according to test
Power and other primary consolidation pressure, as shown in Figure 2.
4) the bulk solid true triaxial cuboid sample being in isotropism original state is carried out two benches loading, respectively from
Stress is applied on big principal direction of stress, intermediate principal stress direction and minor principal stress direction these three principal direction of stress；
When first stage loads, keep applying equal grade to primary stress on three principal directions of stress so that bulk solid true three
Axle cuboid sample is still in isotropism original state；
When second stage loads, apply respectively not wait to stress increment from three principal directions of stress so that bulk solid true triaxial
Cuboid sample is in anisotropy original state.
Being illustrated in figure 3 unidirectional loading stress path schematic diagram, elder generation is inferior to consolidation to confined pressure, from being perpendicular in certain grade
One direction of dress sample carries out unidirectional loading, investigates the deformation rule in three directions；When be perpendicular to fill sample prescription to two other
When the strain increment in direction is equal, it is judged that sample is in initial isotropic state；When be perpendicular to fill sample prescription to two other
When strain increment on direction does not waits, then judge that sample is in initial anisotropy state.
5) according to the experienced stress path of soil body unit in actual condition, the bulk solid being in anisotropy original state is given
True triaxial cuboid sample applies the practical stress path that stress path experienced with soil body unit is consistent.
It is illustrated in figure 4 complicated stress environment and loads schematic diagram, first apply certain confined pressure σ 3, wait after stabilization by consolidation,
On the basis of σ 3, increase big principal stress σ 1 and intermediate principal stress σ 2 the most respectively according to test requirements document to a certain value, make sample be in
Under initial three-dimensional stress state；Again after stabilization by consolidation, start to apply pure stress increment according to test requirements document or other should
Power path load increment, measures the three-dimensional strain increment of sample in process of the test.
6) monitoring and recording step 5) apply practical stress path process of the test in stress, strain with stress increase
The change of amount, obtains the macro-mechanical characters curve of bulk solid true triaxial cuboid sample；Wherein, macro-mechanical characters curve bag
Include different principal direction of stress stress increment-difference principal direction of stress stress increment-strain curve.
7) the macro-mechanical characters curve of the bulk solid true triaxial cuboid sample obtained according to step 6), and integrating step
2) the basic physico-mechanical properties of the bulk solid rock-soil material obtained and relevant parameter, collated, spheric stress can be respectively obtained
Should with deviatoric stress space stress path, inclined p-s plane, stress increment and strain increment relation, spheric stress and volume
The relations such as change, deviatoric stress and inclined strain, calculate respectively according to test requirements document and initially play mould, Poisson's ratio, yield focus and stress peak
Value, thus obtain the anisotropic stress emergent property of bulk solid rock-soil material under 3 D complex stress condition and anisotropy is strong
Degree characteristic；Wherein, yield focus includes p-q plane yield focus and inclined plane yield focus.
Bulk solid rock-soil material can be set up respectively according to anisotropic stress emergent property and strength of anisotropy characteristic
Constitutive model and criterion of strength, and then by establishment corresponding program section, it is thus achieved that consider anisotropy under 3 D complex stress condition
The numerical analysis of mechanical characteristic Geotechnical Engineering.
The ultimate principle of the present invention, principal character and advantage have more than been shown and described.The technical staff of the industry should
Understanding, the present invention is not restricted to the described embodiments, and the simply explanation present invention's described in above-described embodiment and description is former
Reason, without departing from the spirit and scope of the present invention, the present invention also has various changes and modifications, these changes and improvements
Both fall within scope of the claimed invention.Claimed scope is by appending claims and equivalent circle thereof
Fixed.
Claims (7)
1. the anisotropic indoor true triaxial test method of bulk solid rock-soil material, it is characterised in that comprise the following steps:
1) bulk solid rock-soil material to be tested is prepared；
2) according to indoor conventional soil body physico mechanical characteristic test, it is thus achieved that the basic physico-mechanical properties of bulk solid rock-soil material and
Relevant parameter；
3) use sand rain method, prepare bulk solid true triaxial cuboid sample with bulk solid rock-soil material；And respectively by from deposition
Unidirectional load test is carried out in direction and the two direction, vertical deposition direction, compares the stress strain curve of both direction,
Bulk solid true triaxial cuboid sample is made to enter next step after being in isotropism original state；
4) the bulk solid true triaxial cuboid sample being in isotropism original state is carried out two benches loading, respectively from big main
Stress is applied on stress direction, intermediate principal stress direction and minor principal stress direction these three principal direction of stress；
When first stage loads, keep applying equal grade to primary stress on three principal directions of stress so that bulk solid true three
Axle cuboid sample is still in isotropism original state；
When second stage loads, apply respectively not wait to stress increment from three principal directions of stress so that bulk solid true triaxial
Cuboid sample is in anisotropy original state；
5) according to the experienced stress path of soil body unit in actual condition, the bulk solid true three being in anisotropy original state is given
Axle cuboid sample applies the practical stress path that stress path experienced with soil body unit is consistent；
6) monitoring and recording step 5) apply practical stress path process of the test in stress, strain with stress increment
Change, obtains the macro-mechanical characters curve of bulk solid true triaxial cuboid sample；
7) the macro-mechanical characters curve of the bulk solid true triaxial cuboid sample obtained according to step 6), and integrating step 2) obtain
The basic physico-mechanical properties of the bulk solid rock-soil material obtained and relevant parameter, collated, calculate respectively and initially play mould, Poisson
Ratio, yield focus and peak stress, thus obtain the anisotropic stress of bulk solid rock-soil material under 3 D complex stress condition
Emergent property and strength of anisotropy characteristic.
The anisotropic indoor true triaxial test method of bulk solid rock-soil material the most according to claim 1, its feature exists
In described step 2) in relevant parameter include density, moisture content, proportion, grain composition and Penetration Signature.
The anisotropic indoor true triaxial test method of bulk solid rock-soil material the most according to claim 1, its feature exists
In: described step 3) prepares bulk solid true triaxial cuboid sample, concretely comprises the following steps,
Size 3-1) designing bulk solid true triaxial cuboid sample is long L, wide B, high H；
On true triaxial instrument base, 3-2) place the permeable stone of L × B × 0.5cm, permeable stone is placed same size
The saturated filter paper soaked, then rubber membrane is mounted on base, then priority rubber gasket and compress frame, by location
Screw is fixed on base, it is ensured that rubber membrane lower end seals with pressure chamber base plate；
3-3) split backing cylinder therefrom principal direction of stress entangled rubber membrane and fix with bolt, complete split backing cylinder and
The installation of rubber membrane；
3-4) by de aerated water from being opened on the lower drain pipe stage of base, being slowly injected into rubber membrane, load weighted soil sample is placed in
Funnel, by rubber membrane top end opening, even laminating is spilled into, and after every layer has been spilt, uniformly vibrates with metal bar；Water filling, spills sand, shakes
Smash, the most repeatedly, until soil sample all fills complete；Smooth sand sample top, will soak after filter paper be overlying on sand sample, add permeable stone,
Add pressure cap, fix with bolt, make sample be entirely sealed in rubber membrane；
3-5) de aerated water is passed through the lower drain pipe of base, penetrates through sample, eject air pocket in sample, through adding pressure cap
On upper drain pipe discharge；Again by balloon burette opening part air-breathing of drain pipe on connecting, produce slight negative pressure, make sample
Can stand；Remove split backing cylinder, dispose intermediate principal stress pressue device, fixing sensor, seal pressure room；Then, pass through
Back-pressure is saturated so that sample saturation reaches more than 95%, completes preparation.
The anisotropic indoor true triaxial test method of bulk solid rock-soil material the most according to claim 3, its feature exists
In: a diameter of 5mm of described metal bar.
The anisotropic indoor true triaxial test method of bulk solid rock-soil material the most according to claim 1, its feature exists
In: the macro-mechanical characters curve in described step 6) includes that different principal direction of stress stress increment-difference principal direction of stress should
Power increment-strain curve.
The anisotropic indoor true triaxial test method of bulk solid rock-soil material the most according to claim 1, its feature exists
In: the yield focus in described step 7) includes p-q plane yield focus and inclined plane yield focus.
The anisotropic indoor true triaxial test method of bulk solid rock-soil material the most according to claim 1, its feature exists
In: according to the anisotropic stress emergent property in described step 7) and strength of anisotropy characteristic, set up bulk solid rock respectively
The constitutive model of soil material and criterion of strength, and then by establishment corresponding program section, it is thus achieved that consider under 3 D complex stress condition
The numerical analysis of anisotropy mechanical characteristic Geotechnical Engineering.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201610489976.9A CN106124316B (en) | 2016-06-28 | 2016-06-28 | The anisotropic indoor true triaxial test method of bulk solid rock-soil material |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201610489976.9A CN106124316B (en) | 2016-06-28 | 2016-06-28 | The anisotropic indoor true triaxial test method of bulk solid rock-soil material |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN106124316A true CN106124316A (en) | 2016-11-16 |
| CN106124316B CN106124316B (en) | 2019-03-22 |
Family
ID=57284289
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201610489976.9A Active CN106124316B (en) | 2016-06-28 | 2016-06-28 | The anisotropic indoor true triaxial test method of bulk solid rock-soil material |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN106124316B (en) |
Cited By (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106498898A (en) * | 2016-11-22 | 2017-03-15 | 河海大学 | A kind of earth and stone material Gradation Optimization method based on fractal theory and physical mechanics test |
| CN106872275A (en) * | 2017-04-13 | 2017-06-20 | 石家庄铁道大学 | A kind of simple three-dimensional loading and unloading device and its detection method |
| CN107036912A (en) * | 2017-05-27 | 2017-08-11 | 中国建筑东北设计研究院有限公司 | A kind of construction method of coarse-grained soil nonlinear elastic moduleAPPLICATION OF PRODUCTS |
| CN107817164A (en) * | 2017-11-27 | 2018-03-20 | 中国科学院武汉岩土力学研究所 | Simulate the indoor true triaxial test method of live changing of the relative positions band structure and stress state |
| CN110309536A (en) * | 2019-05-24 | 2019-10-08 | 中南大学 | A kind of discrete element simulation method on rock-soil triaxial tests fexible film boundary |
| CN110954674A (en) * | 2019-12-02 | 2020-04-03 | 中国海洋大学 | Static sounding indoor simulation test device |
| CN112781995A (en) * | 2020-12-29 | 2021-05-11 | 江苏开放大学（江苏城市职业学院） | Portable triaxial apparatus and triaxial test method |
| CN113008676A (en) * | 2021-03-01 | 2021-06-22 | 浙江科技学院 | Detection method of silica sol reinforced sandy soil |
| CN114778311A (en) * | 2022-04-18 | 2022-07-22 | 中国矿业大学 | Method for testing anisotropic strength and permeability of broken coal body |
Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104089802A (en) * | 2014-06-26 | 2014-10-08 | 河海大学 | Device and method for preparing true triaxial remolded sample by utilizing vacuum preloading |
| CN104517006A (en) * | 2014-10-30 | 2015-04-15 | 河海大学 | Cohesionless soil anisotropic mechanical property microcosmic mechanism numerical simulation method |
| CN105092331A (en) * | 2015-08-19 | 2015-11-25 | 东北电力大学 | Full-automatic reciprocating sand sample preparing instrument |
-
2016
- 2016-06-28 CN CN201610489976.9A patent/CN106124316B/en active Active
Patent Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104089802A (en) * | 2014-06-26 | 2014-10-08 | 河海大学 | Device and method for preparing true triaxial remolded sample by utilizing vacuum preloading |
| CN104517006A (en) * | 2014-10-30 | 2015-04-15 | 河海大学 | Cohesionless soil anisotropic mechanical property microcosmic mechanism numerical simulation method |
| CN105092331A (en) * | 2015-08-19 | 2015-11-25 | 东北电力大学 | Full-automatic reciprocating sand sample preparing instrument |
Non-Patent Citations (2)
| Title |
|---|
| 周云东等: "真三轴试验中初始各向异性的消除", 《低温建筑技术》 * |
| 张坤勇等: "复杂应力条件下土体各向异性及其建模思路", 《岩土力学》 * |
Cited By (15)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106498898A (en) * | 2016-11-22 | 2017-03-15 | 河海大学 | A kind of earth and stone material Gradation Optimization method based on fractal theory and physical mechanics test |
| CN106498898B (en) * | 2016-11-22 | 2019-03-05 | 河海大学 | A kind of earth and stone material Gradation Optimization method based on fractal theory and physical mechanics test |
| CN106872275A (en) * | 2017-04-13 | 2017-06-20 | 石家庄铁道大学 | A kind of simple three-dimensional loading and unloading device and its detection method |
| CN107036912A (en) * | 2017-05-27 | 2017-08-11 | 中国建筑东北设计研究院有限公司 | A kind of construction method of coarse-grained soil nonlinear elastic moduleAPPLICATION OF PRODUCTS |
| CN107817164A (en) * | 2017-11-27 | 2018-03-20 | 中国科学院武汉岩土力学研究所 | Simulate the indoor true triaxial test method of live changing of the relative positions band structure and stress state |
| CN107817164B (en) * | 2017-11-27 | 2019-07-12 | 中国科学院武汉岩土力学研究所 | Simulate the indoor true triaxial test method of live changing of the relative positions band structure and stress state |
| CN110309536A (en) * | 2019-05-24 | 2019-10-08 | 中南大学 | A kind of discrete element simulation method on rock-soil triaxial tests fexible film boundary |
| CN110309536B (en) * | 2019-05-24 | 2023-07-11 | 中南大学 | Discrete element simulation method for flexible film boundary of rock-soil triaxial test |
| CN110954674A (en) * | 2019-12-02 | 2020-04-03 | 中国海洋大学 | Static sounding indoor simulation test device |
| CN110954674B (en) * | 2019-12-02 | 2023-08-29 | 中国海洋大学 | Indoor simulation test device for static sounding |
| CN112781995A (en) * | 2020-12-29 | 2021-05-11 | 江苏开放大学（江苏城市职业学院） | Portable triaxial apparatus and triaxial test method |
| CN113008676A (en) * | 2021-03-01 | 2021-06-22 | 浙江科技学院 | Detection method of silica sol reinforced sandy soil |
| CN113008676B (en) * | 2021-03-01 | 2024-04-26 | 浙江科技学院 | Detection method of silica sol reinforced sand |
| CN114778311A (en) * | 2022-04-18 | 2022-07-22 | 中国矿业大学 | Method for testing anisotropic strength and permeability of broken coal body |
| CN114778311B (en) * | 2022-04-18 | 2024-02-06 | 中国矿业大学 | Method for testing anisotropic strength and permeability of broken coal body |
Also Published As
| Publication number | Publication date |
|---|---|
| CN106124316B (en) | 2019-03-22 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN106124316A (en) | The anisotropic indoor true triaxial test method of bulk solid rock-soil material | |
| Zhang et al. | Hydro-mechanical behavior of expansive soils with different dry densities over a wide suction range | |
| Yang et al. | Flow deformation and cyclic resistance of saturated loose sand considering initial static shear effect | |
| Xiao et al. | Strength and deformation of rockfill material based on large-scale triaxial compression tests. I: Influences of density and pressure | |
| Cimentada et al. | Laboratory study on radial consolidation and deformation in clay reinforced with stone columns | |
| CN106568645B (en) | A kind of rock-soil material complexity unloading stress path test method | |
| Lu et al. | Strength characteristics and failure mechanism of a columnar jointed rock mass under uniaxial, triaxial, and true triaxial confinement | |
| Karakan et al. | Cyclic undrained behavior and post liquefaction settlement of a nonplastic silt | |
| Zhu et al. | Mechanical properties and acoustic emission characteristics of the bedrock of a hydropower station under cyclic triaxial loading | |
| da Fonseca et al. | Fatigue cyclic tests on artificially cemented soil | |
| Akhtarpour et al. | Experimental study of asphaltic concrete dynamic properties as an impervious core in embankment dams | |
| Liu et al. | Failure transition of shear-to-dilation band of rock salt under triaxial stresses | |
| Jia et al. | Experimental analysis and modeling of the mechanical behavior of breccia lava in the dam foundation of the Baihetan Hydropower Project | |
| Sulem et al. | Hydromechanical behaviour of Fontainebleau sandstone | |
| Sun et al. | Influence of suction history on hydraulic and stress-strain behavior of unsaturated soils | |
| Biglari et al. | Shear modulus and damping ratio of unsaturated kaolin measured by new suction-controlled cyclic triaxial device | |
| Bobei et al. | The effect of drained pre-shearing on the undrained behaviour of loose sand with a small amount of fines | |
| Long et al. | Study on triaxial creep test and constitutive model of compacted red clay | |
| Chen et al. | An effective way to estimate the Poisson's ratio of silty clay in seasonal frozen regions | |
| Kargar et al. | Post-cyclic behavior of carbonate sand of the northern coast of the Persian Gulf | |
| Jiang et al. | Mechanical behavior of artificially cemented clay with open structure: cell and physical model analyses | |
| Zhi et al. | A constitutive model for structured loess under high stress conditions | |
| CN107817164A (en) | Simulate the indoor true triaxial test method of live changing of the relative positions band structure and stress state | |
| Jiahui | Cyclic and post-cyclic behaviour of soft clays | |
| Weigandt et al. | Role of confinement in coseismic pulverization: Testing the rock record of rupture directivity on the San Jacinto fault, Southern California |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| C10 | Entry into substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |