CN105223085A - Gradient frozen soil experiment method under permanent rigidity and dead load compound action - Google Patents
Gradient frozen soil experiment method under permanent rigidity and dead load compound action Download PDFInfo
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- CN105223085A CN105223085A CN201510750447.5A CN201510750447A CN105223085A CN 105223085 A CN105223085 A CN 105223085A CN 201510750447 A CN201510750447 A CN 201510750447A CN 105223085 A CN105223085 A CN 105223085A
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Abstract
A kind of permanent rigidity and dead load compound action Gradient frozen soil experiment method, belong to for thermograde frozen soil experiment method.Utilize thermograde freeze-samming melts soil identical principle machine-processed with thermograde frozen soil strength macro manifestations, frozen by gradient I-samming melts soil, samming freezes-samming melts soil, and gradient II freezes-samming melts soil and be arranged in freeze thawing assembly; Then, different stiffness factor spring and rigid pressurized plate is utilized to apply constant level constraint rigidity along freeze thawing assembly A-A direction, hydraulic bag is utilized to apply constant load along freeze thawing assembly B-B direction and C-C direction, wherein C-C direction is vertical direction reservoir pressure, and B-B direction is acline pressure.Finally, by removal step by step-apply the step by step again load on C-C direction, keep simultaneously the constraint on A-A direction and the load on B-B direction constant, the stress path of simulation gradient frozen soil in excavation-Bracing Process.The method solves the difficult problem that in frozen soil experiment, combination temp gradient cannot apply, and discloses heterogeneous body mechanism in frozen soil.
Description
Technical field
The present invention relates to a kind of for thermograde frozen soil experiment method, a kind of gradient frozen soil experiment method particularly under permanent rigidity and dead load compound action.
Background technology
The freezing wall that multi-freezing-tube cycles is formed, inner ring and outer ring freezing pipe pereletok temperature are evenly distributed, and outer ring freezing pipe is to freezing wall outer rim, and inner ring freezing pipe then presents typical Gradient Features to freezing wall inner edge frozen soils temperature.Existing similar physical simulation experiment, it is the powerful measure disclosing multi-freezing-tube cycles freezing wall load-carrying properties and instability Mechanism, but be difficult to apply in large scale test, such as: high confining pressure, long time consolidation, mechanic boundary condition such as dynamically adding/unload and the thin sight measuring technology become more meticulous.Therefore, be difficult to form accurate understanding frozen soil heterogeneous body dynamic evolution rule in combination temp gradient being caused to calamity mechanism with it.Though and accurately can apply heat/force boundary condition in the single test of tradition based on material yardstick, the integrated mode of thermograde cannot be applied.Therefore, developing the test of different mechanics yardstick is effective means and the only way which must be passed of solving this problem.
Summary of the invention
The object of the invention is to overcome in prior art and have problems, provide that a kind of method is simple, frozen soil experiment method under permanent rigidity that combination temp gradient can be simulated and dead load compound action, solve combination temp gradient in frozen soil experiment and apply a difficult problem for difficulty.
For achieving the above object, permanent rigidity of the present invention and dead load compound action Gradient frozen soil experiment method, the unordered size of the hole that the method utilizes thermograde freeze thawing to bring out and unordered degree approximate reverse answer the frozen soil strength mechanism of temperature-independent, combination gradient frozen soil experiment are converted into the test of combination Thawing soil;
Detailed process is as follows:
Gradient I is frozen-samming melts soil (2), samming freezes-and samming melts soil (1), gradient II freezes-and samming melts soil (3) and is arranged in freeze thawing assembly (4), the parallel B-B direction of freeze thawing gradient direction, pass through >=2 groups of springs (5) and rigidity load plate (6) be along freeze thawing assembly (4) A-A direction applying constant rate constraint, constant load is applied along on freeze thawing assembly (4) B-B and C-C direction by hydraulic bag (7), load wherein on C-C direction equals vertical direction reservoir pressure, load on B-B direction equals horizontal direction reservoir pressure, by removal step by step-apply the step by step again Load Simulation freezing wall excavation and support process on freeze thawing assembly (4) B-B direction.Wherein B-B direction is laterally, and C-C direction is vertical, and A-A direction is longitudinally.According to thermograde freeze-samming melts soil identical principle machine-processed with thermograde frozen soil strength macro manifestations, utilize the frozen soil of Thawing soil approximate simulation temperature-independent, thus combination temp gradient frozen soil change failure mechanism under obtaining different-stiffness and Load Combination effect.
Beneficial effect: permanent rigidity of the present invention and dead load compound action Gradient frozen soil experiment method are intended on existing Mechanical loading-thin observation trial work segment base plinth, load by realizing clear and definite mechanic boundary condition on technological layer-reliably carefully seeing measuring technology merges mutually, for frozen soil body deformability instability Mechanism under thermograde compound action and its inherent heterogeneous body Evolution research provide test support.1. on early-stage Study basis, from thermograde Thawing soil identical machine-processed with the intensity macro manifestations of thermograde frozen soil, indirectly research combination gradient frozen soil change failure mechanism.2. the test carried out based on the method is not only applicable to artificial freezing wall, is also applicable to frozen ground regions base pit engineering, natural Frozen Ground Area foundation works.3. gradient Thawing soil is replaced with concrete walling, the staking-out work of existing dark shaft wall intensity Non-Destructive Testing under just can conveniently implementing in-situ condition.
Advantage: utilize the method effectively can solve in frozen soil experiment the hard case combining gradient and cannot apply, thus establish experimental basis for studying heterogeneous body dynamic evolution in combination gradient frozen soil.
Accompanying drawing explanation
Fig. 1 is permanent rigidity of the present invention and dead load compound action Gradient frozen soil experiment Method And Principle figure.
Fig. 2 is the O-O sectional view of Fig. 1.
In figure: 1, samming freeze-samming melts soil; 2, gradient freeze-samming melts soil; 3, gradient freeze-samming melts soil; 4, freeze thawing assembly; 5, spring; 6, rigidity load plate; 7, hydraulic bag.
Embodiment
The unordered size of the hole that the method utilizes thermograde freeze thawing to bring out and unordered degree approximate reverse answer the frozen soil strength mechanism of temperature-independent, thus combination gradient frozen soil experiment are converted into the test of combination Thawing soil;
Detailed process is as follows:
Gradient I is frozen-samming melt soil 2, samming freezes-and samming melts soil 1, gradient II freezes-and samming melts soil 3 and is arranged in freeze thawing assembly (4), the parallel B-B direction of freeze thawing gradient direction, pass through >=2 groups of springs 5 and rigidity load plate 6 be along freeze thawing assembly 4A-A direction applying constant rate constraint, constant load is applied along on freeze thawing assembly 4B-B and C-C direction by hydraulic bag 7, load wherein on C-C direction equals vertical direction reservoir pressure, load on B-B direction equals horizontal direction reservoir pressure, by removal step by step-apply the step by step again Load Simulation freezing wall excavation and support process on freeze thawing assembly 4B-B direction.Wherein B-B direction is laterally, and C-C direction is vertical, and A-A direction is longitudinally.According to thermograde freeze-samming melts soil identical principle machine-processed with thermograde frozen soil strength macro manifestations, utilize the frozen soil of Thawing soil approximate simulation temperature-independent, thus combination temp gradient frozen soil change failure mechanism under obtaining different-stiffness and Load Combination effect.
The invention will be further described to execute example below in conjunction with accompanying drawing:
Embodiment 1: in FIG, first thermograde and medial temperature is extracted according to actual temperature gradient (thermograde) subregion in multi-freezing-tube cycles wall, then freeze-thawing test is implemented according to said temperature gradient (medial temperature), preparation gradient freeze-samming melt soil 2, samming freezes-and samming melts soil 1, and gradient freezes-and samming melts soil 3, gradient is frozen-samming melt soil 2, samming freezes-and samming melts soil 1, gradient freezes-and samming melts soil 3 and is arranged in freeze thawing assembly 4, wherein parallel B-B direction, freeze thawing direction, pass through >=spring 5 of 2 groups and load plate 6 be along freeze thawing assembly 4A-A direction applying constant rate constraint, constant load is applied along on freeze thawing assembly 4B-B and C-C direction by hydraulic bag 7, load wherein on C-C direction equals vertical direction reservoir pressure, load on B-B direction equals horizontal direction reservoir pressure, by the actual excavation of Load Simulation freezing wall on freeze thawing assembly 4B-B direction of removal step by step-apply step by step again and Bracing Process.Wherein B-B direction is laterally, and C-C direction is vertical, and A-A direction is longitudinally.
On existing method basis, can by equidistantly arranging some flexible electrodes and insulation course along rigidity load plate 6 inner edge, just can implement to add-uninstall process in thermograde frozen soil heterogeneous body develop and Dynamic Coupling procedural test.
Claims (1)
1. permanent rigidity and dead load compound action Gradient frozen soil experiment method, it is characterized in that: the unordered size of the hole utilizing thermograde freeze thawing to bring out and unordered degree approximate reverse answer the frozen soil strength mechanism of temperature-independent, combination gradient frozen soil experiment is converted into the test of combination Thawing soil;
Detailed process is as follows:
Gradient I is frozen-samming melts soil (2), samming freezes-and samming melts soil (1) and gradient II freezes-and samming melts soil (3) and is arranged in freeze thawing assembly (4), the parallel B-B direction of freeze thawing gradient direction, pass through >=spring (5) of 2 groups and rigidity load plate (6) be along freeze thawing assembly (4) A-A direction applying constant rate constraint, constant load is applied along on freeze thawing assembly (4) B-B and C-C direction by hydraulic bag (7), load wherein on C-C direction equals vertical direction reservoir pressure, load on B-B direction equals horizontal direction reservoir pressure, by the actual excavation of Load Simulation freezing wall on freeze thawing assembly (4) B-B direction of removal step by step-apply step by step again and Bracing Process, according to thermograde freeze-samming melts soil identical principle machine-processed with thermograde frozen soil strength macro manifestations, utilize the frozen soil of Thawing soil approximate simulation temperature-independent, thus indirectly obtain different-stiffness constraint and Load Combination effect Gradient frozen soil change failure mechanism.
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Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106869912A (en) * | 2017-03-01 | 2017-06-20 | 中国石油大学(华东) | New heterogeneous reservoir seepage flow electric analog system method based on foamed composite |
| CN107192611A (en) * | 2017-04-15 | 2017-09-22 | 沈阳农业大学 | A kind of open Frozen-thawed cycled drawing comprehensive test apparatus of reinforced earth |
| CN109211668A (en) * | 2018-09-20 | 2019-01-15 | 中国矿业大学 | A kind of coal petrography assembly exploitation unloader test device and method |
| CN109612840A (en) * | 2018-12-27 | 2019-04-12 | 东北大学 | For obtaining the experimental provision and method of brittle rock curve in post-peak area and retained strength |
| CN110082508A (en) * | 2019-06-04 | 2019-08-02 | 中国科学院寒区旱区环境与工程研究所 | The swollen characteristic test apparatus of salt marsh earth salt under the conditions of a kind of deflection constraint |
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Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106869912A (en) * | 2017-03-01 | 2017-06-20 | 中国石油大学(华东) | New heterogeneous reservoir seepage flow electric analog system method based on foamed composite |
| CN107192611A (en) * | 2017-04-15 | 2017-09-22 | 沈阳农业大学 | A kind of open Frozen-thawed cycled drawing comprehensive test apparatus of reinforced earth |
| CN107192611B (en) * | 2017-04-15 | 2019-08-27 | 沈阳农业大学 | A kind of open Frozen-thawed cycled of reinforced earth-drawing comprehensive test apparatus |
| CN109211668A (en) * | 2018-09-20 | 2019-01-15 | 中国矿业大学 | A kind of coal petrography assembly exploitation unloader test device and method |
| CN109612840A (en) * | 2018-12-27 | 2019-04-12 | 东北大学 | For obtaining the experimental provision and method of brittle rock curve in post-peak area and retained strength |
| CN109612840B (en) * | 2018-12-27 | 2021-03-09 | 东北大学 | Experimental device and method for obtaining post-peak curve and residual strength of brittle rock |
| CN110082508A (en) * | 2019-06-04 | 2019-08-02 | 中国科学院寒区旱区环境与工程研究所 | The swollen characteristic test apparatus of salt marsh earth salt under the conditions of a kind of deflection constraint |
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