CN106124316B - 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
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- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
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Abstract
The invention discloses a kind of anisotropic indoor true triaxial test methods of bulk solid rock-soil material, first obtain the basic physico-mechanical properties and relevant parameter of bulk solid rock-soil material；Bulk solid true triaxial sample is prepared using sand rain method, and carries out unidirectional load test from deposition direction and vertical deposition direction respectively to determine that sample is in isotropism original state；Two stages load is carried out again, applies stress from big principal direction of stress, intermediate principal stress direction and minor principal stress direction respectively, so that sample is in anisotropy original state；Apply practical stress path, monitor and record the stress during test, strain with the variation of stress increment, obtains macro-mechanical characters curve；Initial bullet mould, Poisson's ratio, yield focus and peak stress are calculated, anisotropic stress emergent property and strength of anisotropy characteristic are obtained.The utility model has the advantages that obtaining the anisotropic stress strain rule of bulk solid rock-soil material under complicated conditions.
Description
Technical field
The present invention relates to a kind of indoor true triaxial test methods, more particularly to a kind of bulk solid rock-soil material anisotropy
Indoor true triaxial test method, belong under geotechnical engineering 3 D complex stress condition rock-soil material mechanical characteristic and its application ground
Study carefully field.
Background technique
Soil mechanics be initially fully established at based on the testings of materials such as metal classics elasticity, elastic plastic theory system it
On, these classical theories are difficult to the complicated soil body material with very strong constitutive property, the especially mechanics of bulk solid rock-soil material
True, reasonable description and analysis are made in behavior；Direct reproduction of the laboratory test as soil body mechanical behavior is that this structure of the soil body closes
System's research, the important foundation of soil stabilization and deformation analysis.The characteristics 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, it is examined again by testing；As soil
The undisturbed soil on Mechanics Development basis takes native technology, laboratory soil test technology, in-situ testing technique, and modeling techniques etc. are
The development of soil mechanics provides strong support, provides test basis to establish and verifying soil constitutive model.
Conventional geotechnique's laboratory test, such as triaxial test, one-dimensional consolidation test etc., from the initial development stage of soil mechanics
Important function, is the important content and mark that soil mechanics is separated out of traditional mechanics frame.But with Geotechnical Problems
Complication and soil strength variation understanding is deepened constantly, establish under axial-symmetric condition using ordinary triaxial test as representative
Routine test is not able to satisfy for the soil body understanding of stress-strain relation under complex stress condition and stablizes wanting for deformation analysis
Ask, using true triaxial as representative be able to reflect the soil body under complex stress condition and complicated boundary condition under ess-strain rule
Test apparatus and method continue to bring out, such as true triaxil tester, hollow cylinder torsional shear instrument.Wherein, true triaxil tester is able to reflect with it
Stress-strain relation of the soil body under three principal stress states, working principle is clear, develops relative maturity, and operation is relatively easy,
It is to study the important tests tool of stress-strain relation under soil body complex stress condition, but corresponding true triaxial test method, especially
It is the Test Research deficiency for bulk solid anisotropy mechanical characteristic under complex stress condition.
In the initial period of Development of Soil Mechanics, the stabilization and deformation of the original state soil body, if foundation bearing capacity and sedimentation are people
Major issue of concern, this fairly simple problem can be reduced to one-dimensional problem.Therefore, the test apparatus of early stage 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 condition of the compressibility soil layer relatively thin in ground by Large-area load；Direct shear apparatus exists
During being further applied load, the direction of intermediate principal stress is although constant, and big principal stress and minor principal stress direction change, although according to broken
The direct stress and shear stress of bad when can calculate big, small direct stress, but intermediate principal stress is unable to get；Moreover, shear stress
Distribution is also very uneven, can not obtain true stress-strain relation.The test method in above-mentioned simple stress path is also more
It is mature.
In engineering practice, soil body unit actual stress path experienced is complicated and changeable, under the conditions of triaxiality,
Different loading modes, under different stress conditions, the stabilization and problem on deformation of the soil body largely exist, as it is deep in municipal engineering construction,
The change of stress state caused by the excavation of Large Foundation Pit and supporting；Vacuum preloading method takes out, unloads vacuum and drawn in basement process
The change of the minor principal stress risen；The variation etc. of internal element stress state caused by high earth and rockfill dam water storage in hydraulic engineering, it is many
Case history also turns out anisotropic calculating caused by the 3 D complex stress state for not considering material and different loading modes
Method is incomplete；On the other hand, existing laboratory test means are limited, and most of common soil constitutive models are built upon often
, can only be under axial-symmetric condition on the basis of advising triaxial test, the ess-strain feature of axial loading condition is described, then is subject to
Isotropic hypothesis is generalized to other directions, and cannot reflect the strength characteristic under the conditions of triaxiality.True triaxial test
By being further applied load respectively increment from three principal direction of stress, it is able to achieve the true soil body three-dimensional stress constraint of simulation and never
The different stress paths of equidirectional loading.
It is simulated and is studied by mechanical characteristic of the true triaxial test to the soil body although having at present, it is multiple as one kind
Unconventional Experimental Method in Laboratory under miscellaneous stress state, also seldom systematic Test Research, and also it is existing a small amount of true
Triaxial test method also all concentrates on the research of soil strength characteristic under the conditions of different triaxialities, grinds to stress-strain relation
Study carefully also seldom, and to carry out the ground ess-strain rule for meeting different stress paths under true three-dimension stress state and carry out and answer
Power numerical analysis on deformation, it is necessary to which, according to corresponding indoor true triaxial stress path tests method, it is actual multiple that development meets engineering
Stress path true triaxial test under miscellaneous stress condition could strain anisotropic stress of the soil body under complex stress condition and close
System is rationally described.
Summary of the invention
It is a primary object of the present invention to, overcome deficiency in the prior art, provide a kind of bulk solid rock-soil material respectively to
Anisotropic indoor true triaxial test method, the anisotropic stress strain of available bulk solid rock-soil material under complicated conditions
Rule can not only study the strength theory of the bulk solid rock-soil material under complex stress condition, while answer 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 scheme adopted by the invention is that:
A kind of anisotropic indoor true triaxial test method of bulk solid rock-soil material, comprising the following steps:
1) prepare bulk solid rock-soil material to be tested；
2) it is tested according to indoor conventional soil body physico mechanical characteristic, obtains the basic physical mechanics property of bulk solid rock-soil material
Matter and relevant parameter；
3) sand rain method is used, prepares bulk solid true triaxial cuboid sample with bulk solid rock-soil material；And respectively by from
Unidirectional load test is carried out in deposition direction and the two directions of vertical deposition direction, and the stress-strain relation for comparing both direction is bent
Line, so that bulk solid true triaxial cuboid sample enters in next step after being in isotropism original state；
4) in isotropism original state bulk solid true triaxial cuboid sample carry out two stages load, respectively from
Apply stress on big principal direction of stress, intermediate principal stress direction and these three principal direction of stress of minor principal stress direction；
When first stage loads, keep applying equal wait to primary stress, so that bulk solid on three principal direction of stress
True triaxial cuboid sample is still in isotropism original state；
When second stage loads, applies from three principal direction of stress do not wait to stress increment, so that bulk solid is true respectively
Three axis cuboid samples are in anisotropy original state；
5) according to the undergone stress path of soil body unit in actual condition, to the bulk solid for being in anisotropy original state
True triaxial cuboid sample applies the practical stress path that stress path undergone with soil body unit is consistent；
6) monitoring and recording step 5) apply practical stress path test during stress, strain increase with stress
The variation of amount 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 combine step
2) the basic physico-mechanical properties and relevant parameter of the bulk solid rock-soil material obtained, it is collated, calculate separately initial bullet mould, pool
Pine ratio, yield focus and peak stress, so that the anisotropy for obtaining bulk solid rock-soil material under 3 D complex stress condition is answered
Stress-strain properties and strength of anisotropy characteristic.
The present invention is further arranged to: the relevant parameter in the step 2 includes density, moisture content, specific gravity, granular-grade
Match and Penetration Signature.
The present invention is further arranged to: preparing bulk solid true triaxial cuboid sample, specific steps in the step 3)
For,
The size for 3-1) designing bulk solid true triaxial cuboid sample is long L, width B, high H；
L × B × 0.5cm permeable stone 3-2) is placed on true triaxial instrument base, and same area is placed on permeable stone
Rubber membrane, is then mounted on pedestal by the saturation filter paper of size impregnated, then successively with rubber gasket and compresses frame, passes through
Set screw is fixed on the base, and guarantees that rubber membrane lower end and pressure chamber's bottom plate seal；
3-3) by split backing cylinder, therefrom principal direction of stress entangles rubber membrane and is fixed with positioning bolt, completes split backing
The installation of cylinder and rubber membrane；
It is 3-4) that de aerated water is interim from the lower drainpipe that is opened on pedestal, be slowly injected into rubber membrane, load weighted soil sample
It is placed in funnel, by rubber membrane top end opening, even laminating is spilled into, and after every layer has been spilt, is uniformly vibrated with metal bar；Water filling, spills
Sand vibrates, repeatedly, until soil sample all finish by dress；At the top of smooth sand sample, the filter paper after immersion is overlying on sand sample, is added
Water stone, pressurization cap, are fixed with positioning bolt, are entirely sealed in sample in rubber membrane；
The lower drainpipe that de aerated water 3-5) is passed through to pedestal, penetrates through sample, air pocket in sample is ejected, by adding
Upper drainpipe discharge on pressure cap；Slight negative pressure is generated, is made in the buret opening air-breathing for connecting upper drainpipe with balloon again
Sample can stand；Split backing cylinder is removed, intermediate principal stress pressurizing device, fixed sensor, sealed pressure room are disposed；Then,
It is saturated by back-pressure, so that sample saturation degree reaches 95% or more, completes preparation.
The present invention is further arranged to: the diameter of the metal bar is 5mm.
The present invention is further arranged to: the macro-mechanical characters curve in the step 6) includes that different principal direction of stress are answered
Power increment-difference principal direction of stress stress increment-strain curve.
The present invention is further arranged to: the yield focus in the step 7) includes p-q plane yield focus and inclined plane
Yield focus.
The present invention is further arranged to: according in the step 7) anisotropic stress emergent property and anisotropy it is strong
Characteristic is spent, establishes the constitutive model and criterion of strength of bulk solid rock-soil material respectively, and then by establishment corresponding program section, is obtained
The numerical analysis of anisotropy mechanical characteristic geotechnical engineering is considered under 3 D complex stress condition.
Compared with prior art, the invention has the advantages that:
1, traditional normal triaxial test and general true triaxial test method are required to be subject to the assumption of isotropy, they are not
It is able to satisfy under the conditions of true three-dimension stress-space, complicated loading stress path strains rule to bulk solid ground anisotropic stress
Influence, the stress anisotropy being widely present in engineering and relevant deformation and stable problem can not be described.And it is of the invention
True triaxial test method, pass through laboratory test simulate bulk solid rock-soil material inherent anisotropy and stress anisotropy table
Existing rule, by the comparison and analysis to test result, can disclose Soil Anisotropic mechanical characteristic in stress-strain relation and
Embodiment in terms of strength theory.
2, anisotropic approaches caused by test sample preparation method proposed by the present invention, by being prepared to by sand rain method
True triaxial sample from a direction in vertical deposition direction apply stress increment, examine the stress of other two principal direction of stress
Deformation rule, can the initial anisotropy degree to sample test；Before stress path tests start, by apply etc. to
Minor principal stress, it is ensured that test initial isotropism, thus eliminate dress sample caused by structural anisotropy；Pass through application again
Different complex stress conditions, simulates the initial grade of practical soil body unit to stress state, can to sample it is primary respectively to
The opposite sex is simulated；Apply stress increment from different principal direction of stress further according to actual stress path on this basis, so as to
To carry out unidirectional loading and complicated stress environment loading respectively, to simulate stress anisotropy.Therefore, proposed by the present invention
True triaxial stress path tests method, the anisotropic stress strain gauge of available bulk solid rock-soil material under complicated conditions
Rule, can not only study the strength theory of the bulk solid rock-soil material under complex stress condition, while to complex stress
Under the conditions of bulk solid rock-soil material anisotropic stress strain energy comprehensive simulated.
3, by true triaxial test, the anisotropic stress under bulk solid rock-soil material complex stress condition strains the present invention
The advantage of relationship research, for bulk solid rock-soil material anisotropy mechanical characteristic constitutive model and numerical simulation provide it is new
Research Thinking.And it is ground according to indoor complicated stress environment true triaxial test as a result, carrying out corresponding anisotropy soil body constitutive model
Study carefully work, establish 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 analysis is stablized and deformation, and proposes corrective measure from construction or design aspect, thus right
Practical Project has certain directive significance.
Above content is only the general introduction of technical solution of the present invention, in order to better understand technological means of the invention, under
In conjunction with attached drawing, the invention will be further described in face.
Detailed description of the invention
Fig. 1 is implementation process flow chart of the invention；
Fig. 2 is the implementation process process of the invention that sample and the verifying of isotropism original state are prepared using sand rain method
Figure；
Fig. 3 is unidirectional loading stress path schematic diagram of the invention；
Fig. 4 is that complicated stress environment of the invention loads schematic diagram.
Specific embodiment
With reference to the accompanying drawings of the specification, the present invention is further illustrated.
As shown in Figure 1, the present invention provides a kind of bulk solid rock-soil material anisotropic indoor true triaxial test method, packet
Include following steps:
1) prepare bulk solid rock-soil material to be tested.
2) it is tested according to indoor conventional soil body physico mechanical characteristic, obtains the basic physical mechanics property of bulk solid rock-soil material
Matter and relevant parameter；Wherein, relevant parameter includes density, moisture content, specific gravity, grain composition and Penetration Signature.
3) sand rain method is used, prepares bulk solid true triaxial cuboid sample with bulk solid rock-soil material；And respectively by from
Unidirectional load is carried out in deposition direction (generally vertical direction) and vertical deposition direction (generally horizontal direction) the two directions
Test, compares the stress strain curve of both direction, so that at the beginning of bulk solid true triaxial cuboid sample is in isotropism
Enter in next step, as shown in Figure 2 after beginning state.
Wherein, bulk solid true triaxial cuboid sample is prepared, the specific steps are,
The size for 3-1) designing bulk solid true triaxial cuboid sample is long L, width B, high H；
L × B × 0.5cm permeable stone 3-2) is placed on true triaxial instrument base, and same area is placed on permeable stone
Rubber membrane, is then mounted on pedestal by the saturation filter paper of size impregnated, then successively with rubber gasket and compresses frame, passes through
Set screw is fixed on the base, and is guaranteed that rubber membrane lower end and pressure chamber's bottom plate seal, is prevented leak in test；
3-3) by split backing cylinder, therefrom principal direction of stress entangles rubber membrane and is fixed with positioning bolt, prevents dress sample process
The installation of split backing cylinder and rubber membrane is completed in the unnecessary disturbance of middle generation；
It is 3-4) that de aerated water is interim from the lower drainpipe that is opened on pedestal, be slowly injected into rubber membrane, load weighted soil sample
It is placed in funnel, by rubber membrane top end opening, even laminating is spilled into, and after every layer has been spilt, the metal bar for being 5mm with diameter uniformly shakes
It smashes；Water filling, spills sand, vibrates, repeatedly, until soil sample all finish by dress；At the top of smooth sand sample, the filter paper after immersion is overlying on sand
On sample, adds permeable stone, pressurization cap, fixed with positioning bolt, be entirely sealed in sample in rubber membrane；
The lower drainpipe that de aerated water 3-5) is passed through to pedestal, penetrates through sample, air pocket in sample is ejected, by adding
Upper drainpipe discharge on pressure cap；Slight negative pressure is generated, is made in the buret opening air-breathing for connecting upper drainpipe with balloon again
Sample can stand；Split backing cylinder is removed, intermediate principal stress pressurizing device, fixed sensor, sealed pressure room are disposed；Then,
It is saturated by back-pressure, so that sample saturation degree reaches 95% or more, completes preparation；Need to apply initial wait to solid further according to test
Knot pressure power and other primary consolidation pressure, as shown in Figure 2.
4) in isotropism original state bulk solid true triaxial cuboid sample carry out two stages load, respectively from
Apply stress on big principal direction of stress, intermediate principal stress direction and these three principal direction of stress of minor principal stress direction；
When first stage loads, keep applying equal wait to primary stress, so that bulk solid on three principal direction of stress
True triaxial cuboid sample is still in isotropism original state；
When second stage loads, applies from three principal direction of stress do not wait to stress increment, so that bulk solid is true respectively
Three axis cuboid samples are in anisotropy original state.
Be illustrated in figure 3 unidirectional loading stress path schematic diagram, first certain equal inferior to consolidation to confining pressure, from perpendicular to
One direction of dress sample is unidirectionally loaded, and the deformation rule in three directions is investigated；When perpendicular to dress sample prescription to other two
When the strain increment in direction is equal, judge that sample is in initial isotropic state；When perpendicular to dress sample prescription to other two
Whens strain increment on direction is not equal, then judge that sample is in initial anisotropy state.
5) according to the undergone stress path of soil body unit in actual condition, to the bulk solid for being in anisotropy original state
True triaxial cuboid sample applies the practical stress path that stress path undergone with soil body unit is consistent.
It is illustrated in figure 4 complicated stress environment load schematic diagram, applies certain confining pressure σ 3 first, waits after stabilization by consolidation,
On the basis of 3 σ big principal stress σ 1 and intermediate principal stress σ 2 are increased separately to a certain value according to test requirements document in proportion, is in sample
Under initial three-dimensional stress state；Again after stabilization by consolidation, starts to apply pure stress increment according to test requirements document or other are answered
Power path load increment measures the three-dimensional strain increment of sample during test.
6) monitoring and recording step 5) apply practical stress path test during stress, strain increase with stress
The variation of amount obtains the macro-mechanical characters curve of bulk solid true triaxial cuboid sample；Wherein, macro-mechanical characters curve packet
Include different principal direction of stress stress increments-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 combine step
2) the basic physico-mechanical properties and relevant parameter of the bulk solid rock-soil material obtained, it is collated, spheric stress can be respectively obtained
It is answered with deviatoric stress space stress path, inclined p-s plane, stress increment and strain increment relationship, spheric stress and volume
The relationships such as change, deviatoric stress and inclined strain calculate separately initial bullet mould, Poisson's ratio, yield focus and stress peak according to test requirements document
Value, thus obtain bulk solid rock-soil material under 3 D complex stress condition anisotropic stress emergent property and anisotropy it is strong
Spend characteristic；Wherein, yield focus includes p-q plane yield focus and inclined plane yield focus.
Bulk solid rock-soil material can be established 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 obtains and considers anisotropy under 3 D complex stress condition
The numerical analysis of mechanical characteristic geotechnical engineering.
Basic principles and main features and advantage of the invention have been shown and described above.The technical staff of the industry should
Understand, the present invention is not limited to the above embodiments, and the above embodiments and description only describe originals of the invention
Reason, without departing from the spirit and scope of the present invention, various changes and improvements may be made to the invention, these changes and improvements
It all fall within the protetion scope of the claimed invention.The claimed scope of the invention is by appended claims and its equivalent circle
It is fixed.
Claims (7)
1. a kind of anisotropic indoor true triaxial test method of bulk solid rock-soil material, which comprises the following steps:
1) prepare bulk solid rock-soil material to be tested；
2) tested according to indoor conventional soil body physico mechanical characteristic, obtain bulk solid rock-soil material basic physico-mechanical properties and
Relevant parameter；
3) sand rain method is used, prepares 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 directions of vertical deposition direction, compares the stress strain curve of both direction,
So that bulk solid true triaxial cuboid sample enters in next step after being in isotropism original state；
4) two stages load is carried out to the bulk solid true triaxial cuboid sample in isotropism original state, respectively from big main
Apply stress on stress direction, intermediate principal stress direction and these three principal direction of stress of minor principal stress direction；
When first stage loads, keep applying equal wait to primary stress, so that bulk solid true three on three principal direction of stress
Axis cuboid sample is still in isotropism original state；
When second stage loads, applies from three principal direction of stress do not wait to stress increment, so that bulk solid true triaxial respectively
Cuboid sample is in anisotropy original state；
5) according to the undergone stress path of soil body unit in actual condition, to the bulk solid true three for being in anisotropy original state
Axis cuboid sample applies the practical stress path that stress path undergone with soil body unit is consistent；
6) monitoring and recording step 5) apply practical stress path test during stress, strain with stress increment
Variation, 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 obtained in conjunction with step 2
The basic physico-mechanical properties and relevant parameter of the bulk solid rock-soil material obtained, it is collated, calculate separately initial bullet mould, Poisson
Than, yield focus and peak stress, to obtain the anisotropic stress of bulk solid rock-soil material under 3 D complex stress condition
Emergent property and strength of anisotropy characteristic.
2. the anisotropic indoor true triaxial test method of bulk solid rock-soil material according to claim 1, feature exist
In: the relevant parameter in the step 2 includes density, moisture content, specific gravity, grain composition and Penetration Signature.
3. the anisotropic indoor true triaxial test method of bulk solid rock-soil material according to claim 1, feature exist
In: bulk solid true triaxial cuboid sample is prepared in the step 3), the specific steps are,
The size for 3-1) designing bulk solid true triaxial cuboid sample is long L, width B, high H；
L × B × 0.5cm permeable stone 3-2) is placed on true triaxial instrument base, and same size is placed on permeable stone
The saturation filter paper impregnated, then rubber membrane is mounted on pedestal, then successively with rubber gasket and compress frame, pass through positioning
Screw is fixed on the base, and guarantees that rubber membrane lower end and pressure chamber's bottom plate seal；
3-3) by split backing cylinder, therefrom principal direction of stress entangles rubber membrane and is fixed with positioning bolt, complete split backing cylinder and
The installation of rubber membrane；
3-4) by de aerated water from being opened on the lower drainpipe stage of pedestal, 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, is uniformly vibrated with metal bar；Water filling, spills sand, shakes
It smashes, repeatedly, until soil sample all finish by dress；At the top of smooth sand sample, the filter paper after immersion is overlying on sand sample, add permeable stone,
Pressurize cap, is fixed with positioning bolt, is entirely sealed in sample in rubber membrane；
The lower drainpipe that de aerated water 3-5) is passed through to pedestal, penetrates through sample, air pocket in sample is ejected, through being overpressurized cap
On upper drainpipe discharge；Slight negative pressure is generated, sample is made in the buret opening air-breathing for connecting upper drainpipe with balloon again
It can stand；Split backing cylinder is removed, intermediate principal stress pressurizing device, fixed sensor, sealed pressure room are disposed；Then, pass through
Back-pressure saturation completes preparation so that sample saturation degree reaches 95% or more.
4. the anisotropic indoor true triaxial test method of bulk solid rock-soil material according to claim 3, feature exist
In: the diameter of the metal bar is 5mm.
5. the anisotropic indoor true triaxial test method of bulk solid rock-soil material according to claim 1, feature exist
In: the macro-mechanical characters curve in the step 6) includes that different principal direction of stress stress increment-difference principal direction of stress are answered
Power increment-strain curve.
6. the anisotropic indoor true triaxial test method of bulk solid rock-soil material according to claim 1, feature exist
In: the yield focus in the step 7) includes p-q plane yield focus and inclined plane yield focus.
7. the anisotropic indoor true triaxial test method of bulk solid rock-soil material according to claim 1, feature exist
In: according to the anisotropic stress emergent property and strength of anisotropy characteristic in the step 7), bulk solid rock is established respectively
The constitutive model and criterion of strength of soil material, and then by establishment corresponding program section, it obtains and considers under 3 D complex stress condition
The numerical analysis of anisotropy mechanical characteristic geotechnical engineering.
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| 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 |
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 |
|---|
| 复杂应力条件下土体各向异性及其建模思路;张坤勇等;《岩土力学》;20071031;第28卷;149-154 |
| 真三轴试验中初始各向异性的消除;周云东等;《低温建筑技术》;20051231(第6期);105-106 |
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