CN104297066A - Static soil pressure testing device and method for gradient microstructure soil - Google Patents
Static soil pressure testing device and method for gradient microstructure soil Download PDFInfo
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- CN104297066A CN104297066A CN201410468902.8A CN201410468902A CN104297066A CN 104297066 A CN104297066 A CN 104297066A CN 201410468902 A CN201410468902 A CN 201410468902A CN 104297066 A CN104297066 A CN 104297066A
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- 239000002689 soil Substances 0.000 title claims abstract description 51
- 238000012360 testing method Methods 0.000 title claims abstract description 38
- 238000000034 method Methods 0.000 title abstract description 15
- 230000003068 static effect Effects 0.000 title abstract 7
- 230000001050 lubricating effect Effects 0.000 claims abstract description 13
- 238000010257 thawing Methods 0.000 claims abstract description 7
- 238000012669 compression test Methods 0.000 claims abstract description 6
- 239000007788 liquid Substances 0.000 claims abstract description 6
- 238000007596 consolidation process Methods 0.000 claims description 6
- 239000012530 fluid Substances 0.000 claims description 6
- 238000010998 test method Methods 0.000 claims description 6
- 238000005452 bending Methods 0.000 claims description 3
- 230000001276 controlling effect Effects 0.000 claims description 3
- 239000011888 foil Substances 0.000 claims description 3
- 238000002360 preparation method Methods 0.000 claims description 3
- 230000001105 regulatory effect Effects 0.000 claims description 3
- 230000008014 freezing Effects 0.000 abstract description 9
- 238000007710 freezing Methods 0.000 abstract description 9
- 239000010409 thin film Substances 0.000 abstract 3
- 238000007789 sealing Methods 0.000 abstract 1
- 230000008023 solidification Effects 0.000 abstract 1
- 238000007711 solidification Methods 0.000 abstract 1
- 230000006870 function Effects 0.000 description 3
- 239000011435 rock Substances 0.000 description 2
- 239000000853 adhesive Substances 0.000 description 1
- 230000001070 adhesive effect Effects 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000010276 construction Methods 0.000 description 1
- 230000008878 coupling Effects 0.000 description 1
- 238000010168 coupling process Methods 0.000 description 1
- 238000005859 coupling reaction Methods 0.000 description 1
- 230000008021 deposition Effects 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 230000007613 environmental effect Effects 0.000 description 1
- 239000008187 granular material Substances 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 238000005259 measurement Methods 0.000 description 1
- 239000002245 particle Substances 0.000 description 1
- 239000011148 porous material Substances 0.000 description 1
- 238000011158 quantitative evaluation Methods 0.000 description 1
- 238000011160 research Methods 0.000 description 1
- 230000001932 seasonal effect Effects 0.000 description 1
- 239000013049 sediment Substances 0.000 description 1
- 238000004088 simulation Methods 0.000 description 1
Landscapes
- Investigating Strength Of Materials By Application Of Mechanical Stress (AREA)
- Investigation Of Foundation Soil And Reinforcement Of Foundation Soil By Compacting Or Drainage (AREA)
Abstract
The invention provides a static soil pressure testing device and a static soil pressure testing method for gradient microstructure soil, belonging to the static soil pressure testing device and method. The device is composed of a combined mold with flanges on the two sides, an elastic thin film layer and a lubricating layer, wherein hydraulic cavities are formed in the middle positions of four side faces of the combined mold; liquid in the hydraulic cavities passes through round holes to be in contact with the elastic thin film layer; resistance strain gauges are laminated on the inner and outer surfaces of the elastic thin film layer in a round hole range; and the lubricating layer is in sealed connection with the combined mold through O-shaped sealing rings and fastening bolts at the peripheries of the round holes. A test is divided into two phases and a static soil pressure testing phase. After a freezing and thawing cycle, the combined mold is detached and a test sample rotates by 90 degrees on a vertical plane; and then the combined mold is recombined to carry out a solidification compression test. The pressure of the liquid in the hydraulic cavities is controlled so that the readings of the resistance strain gauges are zero, and furthermore, a side limiting state of the test sample is guaranteed; and the pressure of the liquid in the hydraulic cavities is static soil pressure of the soil sample. By virtue of the method, the requirements on the static soil pressure of the gradient microstructure soil and anisotropic tests can be completely met.
Description
Technical field
The present invention relates to a kind of earth pressure at rest test unit and method, especially a kind of gradient micromechanism soil earth pressure at rest test unit and method
Background technology
Manual pipe jacking is sinking method important in China's central and east special thick alluvium and western Cretaceous System-Jurassic stratum.Freeze rear freezing wall and become artificial Frozen-thawed cycled medium by naturally thawing or accelerating to thaw.In freezing wall, temperature field is normally uneven, is made up of several dynamic temperature step, and the thermograde particularly in individual pen pipe freezing process in freezing wall will be more remarkable.Freezing is the process of hydro-thermal power THM coupling, and this process can change particle arrangement mode and adhesive form in rock soil medium, and impels its original pore texture to change.Frozen-thawed cycled will cause appearance structural in sample, and thermograde Frozen-thawed cycled then, while causing in sample micromechanism to occur, brings out the Gradient Features of its structure.The gradient-structure that this thermograde Frozen-thawed cycled brings out is different from the Initial Gradient structure by sedimentary environment and deposition stress influence, and mostly the latter is to be parallel to pit shaft buried depth direction, does not participate in the performance of horizontal loading and soil pressure.
Existing about earth pressure at rest research focus mostly at sample cell yardstick, the earth pressure theory set up is based upon on theory of continuous medium mechanics basis, seldom considers that the many granule mediums of rock soil medium and micromechanism gradient thereof exist the dynamic effects playing soil pressure and develop.Test unit used is also many to be difficult to accurately obtain horizontal stationary soil pressure based on rigid pressure room-flexible sides condition and rigid pressure room-rigidity side limit condition two kinds, bring thus (horizontal soil pressure loaded errors cannot quantitative evaluation.
Gradient micromechanism soil earth pressure at rest test method belongs to across yardstick test method, and between original position physical simulation experiment-structure dimension and single test-material yardstick, the method has important learning value for improving across yardstick test.
Summary of the invention
The object of the present invention is to provide a kind of simple to operate, flexible form, function is advanced, and can meet the native earth pressure at rest test unit of a kind of gradient micromechanism and method that gradient micromechanism soil earth pressure at rest and its anisotropy test.
The object of the present invention is achieved like this: gradient micromechanism soil earth pressure at rest test unit comprises: the assembling die of both sides band joint flange, elastic film layer, lubricating layer; Centre position, assembling die side is provided with hydraulic cavities, and in hydraulic cavities, liquid is contacted with elastic film layer by circular port; In elastic film layer, outside is pasted with resistance strain gage in circular port diameter range; Lubricating layer is tightly connected by 〇 shape O-ring seal and fastening bolt and assembling die around circular port.
Described assembling die is docked by two halves and forms, and at joint flange, place is connected by fastening bolt; Assembling die is square shape, and centre position, four sides is equipped with hydraulic cavities, can obtain the earth pressure at rest in the orthogonal both direction of sample.
The resistance-strain chip size of external pasting in described elastic film layer, model are identical with arrangement; When elastic film is stressed occur bending and deformation after drive resistance strain gage generation stretcher strain; The diameter of circular port subtracts the length=2 ~ 5mm of resistance strain gage.
The thickness of described hydraulic cavities is equal with the wall thickness of assembling die.
Gradient micromechanism soil earth pressure at rest test method: gradient micromechanism soil earth pressure at rest test unit is followed successively by assembling die layer and supporting course from outside to inside along wall thickness direction, elastic film layer namely measures layer and namely lubricating layer falls frictional layer, has the dual-use function of the preparation of Initial Gradient micromechanism and the test of subsequent stationary soil pressure anisotropy; Realizing resistance strain gage reading by fluid pressure in Dynamic controlling hydraulic cavities is zero, namely inside and outside elastic film, the mean value of surface resistance foil gauge difference of reading is zero, ensure that sample is in strict side limit state and lateral deformation is zero, now in hydraulic cavities, fluid pressure is the earth pressure at rest of sample;
Test point two stages:
A. Frozen-thawed cycled prepares structure gradient sample: put into by sample in assembling die, at sample upper and lower two ends configuration cold plate, realizes the gradient micromechanism of sample on thermograde direction by regulating Frozen-thawed cycled temperature and freezing-thawing cycles;
B. earth pressure at rest experimental stage.After Frozen-thawed cycled, assembling die and cold plate are removed, and sample is rotated on perpendicular
after again put in assembling die, at sample upper and lower two ends configuration porous disc, carry out consolidation compression test.
Beneficial effect:
1. test unit of the present invention prepares gradient micromechanism soil by Frozen-thawed cycled, and gained sample can rotate on perpendicular
after carry out consolidation compression test and to survive the winter in foundation ditch soil pressure condition after supporting construction with soil pressure after simulating freezing shaft wall and Frozen Area, also can keep non rotating and directly carry out consolidation compression test, thus simulating natural permafrost region seasonal active layer soil soil pressure condition;
2. apparatus of the present invention Elastic film+resistance strain gage jointly controls the method for soil sample radial deformation, the condition of tested sample side limit can be realized, overcome traditional soil pressure cell self and measure the error existed in soil pressure process, namely rigidity is coordinated and deformation measurement error, be not only applicable to higher consolidation pressure, also applicable conventional load, test pressure scope is more wide in range;
3. gradient micromechanism of the present invention soil earth pressure at rest test unit and method not only can carry out the micromechanism gradient soil earth pressure at rest test that freeze thawing is brought out, and also can carry out by natural sediment environment and deposit the earth pressure at rest of initial microstructure gradient soil of stress influence and anisotropy is tested.
4. gradient micromechanism soil earth pressure at rest test unit of the present invention, fixed constraint can be applied on assembling die, also can apply all kinds of load on sample, thus complete the freezing and thawing test under Complex Temperature, load and environmental pattern, to simulate actual freezing engineering boundary condition.
Accompanying drawing explanation
Fig. 1 is assembling die integral planar schematic diagram of the present invention.
Fig. 2 is lubricating layer planimetric map of the present invention.
Fig. 3 is elastic film planimetric map of the present invention.
Fig. 4 is invention cold plate planimetric map.
Fig. 5 is porous disc planimetric map of the present invention.
In figure, 1, assembling die; 2, elastic film layer; 3, lubricating layer; 4, hydraulic cavities; 5, circular port; 6, resistance strain gage; 7, 〇 shape O-ring seal; 8, fastening bolt; 9, joint flange; 11, cold plate; 12, porous disc.
embodiment:
Below in conjunction with accompanying drawing, the invention will be further described:
Gradient micromechanism soil earth pressure at rest test unit comprises: the assembling die 1 of both sides band joint flange 9, elastic film layer 2 and lubricating layer 3; Centre position, assembling die 1 side is provided with hydraulic cavities 4, and in hydraulic cavities, liquid is contacted with elastic film layer 2 by circular port 5; In elastic film layer 2, outside is pasted with resistance strain gage 6 in circular port 5 diameter range; Lubricating layer 3 is tightly connected with assembling die 1 by 〇 shape O-ring seal 7 and fastening bolt 8 around circular port 5.Assembling die 1 is connected by fastening bolt 8 at joint flange 9 place.
Described assembling die 1 is docked by two halves and forms, and at joint flange 9, place is connected by fastening bolt 8; Assembling die 1 is square shape, and centre position, four sides is equipped with hydraulic cavities 4, can obtain the earth pressure at rest in the orthogonal both direction of sample.
Resistance strain gage 6 size of external pasting in described elastic film layer 2, model are identical with arrangement; When elastic film 2 is stressed occur bending and deformation after drive resistance strain gage 6 that stretcher strain occurs; The diameter of circular port 5 subtracts the length=2 ~ 5mm of resistance strain gage 6.
The thickness of described hydraulic cavities 4 is equal with the wall thickness of assembling die 1.
Gradient micromechanism soil earth pressure at rest test method: gradient micromechanism soil earth pressure at rest test unit is followed successively by assembling die layer 1 i.e. supporting course, elastic film layer 2 from outside to inside and namely measures layer and namely lubricating layer 3 falls frictional layer along wall thickness direction, has the dual-use function that the preparation of Initial Gradient micromechanism and subsequent stationary soil pressure anisotropy are tested; Realizing resistance strain gage 6 reading by fluid pressure in Dynamic controlling hydraulic cavities 4 is zero, namely inside and outside elastic film 2, the mean value of surface resistance foil gauge 6 difference of reading is zero, ensure that sample is in strict side limit state and lateral deformation is zero, now in hydraulic cavities 4, fluid pressure is the earth pressure at rest of sample;
Test point two stages:
A. Frozen-thawed cycled prepares structure gradient sample: put into by sample in assembling die 1, at sample upper and lower two ends configuration cold plate 11, realizes the gradient micromechanism of sample on thermograde direction by regulating Frozen-thawed cycled temperature and freezing-thawing cycles;
B. earth pressure at rest experimental stage.After Frozen-thawed cycled, assembling die 1 and cold plate 11 are removed, and sample is rotated on perpendicular
after again put in assembling die 1, at sample upper and lower two ends configuration porous disc 12, carry out consolidation compression test.
Claims (6)
1. a gradient micromechanism soil earth pressure at rest test unit, is characterized in that: gradient micromechanism soil earth pressure at rest test unit comprises: the assembling die of both sides band joint flange, elastic film layer, lubricating layer; Centre position, assembling die side is provided with hydraulic cavities, and in hydraulic cavities, liquid is contacted with elastic film layer by circular port; In elastic film layer, outside is pasted with resistance strain gage in circular port diameter range; Lubricating layer is tightly connected by 〇 shape O-ring seal and fastening bolt and assembling die around circular port.
2. gradient micromechanism soil earth pressure at rest test unit according to claim 1, is characterized in that: described assembling die is docked by two halves and forms, and at joint flange, place is connected by fastening bolt; Assembling die is square shape, and centre position, four sides is equipped with hydraulic cavities, can obtain the earth pressure at rest in the orthogonal both direction of sample.
3. gradient micromechanism according to claim 1 soil earth pressure at rest test unit, is characterized in that: the resistance-strain chip size of external pasting in described elastic film layer, model are identical with arrangement; When elastic film is stressed occur bending and deformation after drive resistance strain gage generation stretcher strain.
4. gradient micromechanism soil earth pressure at rest test unit according to claim 1, is characterized in that: the length=2 ~ 5mm of the diameter-resistance strain gage of circular port.
5. gradient micromechanism soil earth pressure at rest test unit according to claim 1, is characterized in that: the thickness of hydraulic cavities is equal with the wall thickness of assembling die.
6. gradient micromechanism soil earth pressure at rest test method according to claim 1, it is characterized in that: gradient micromechanism soil earth pressure at rest test method: gradient micromechanism soil earth pressure at rest test unit is followed successively by assembling die layer and supporting course from outside to inside along wall thickness direction, elastic film layer namely measures layer and namely lubricating layer falls frictional layer, has the dual-use function of the preparation of Initial Gradient micromechanism and the test of subsequent stationary soil pressure anisotropy; Realizing resistance strain gage reading by fluid pressure in Dynamic controlling hydraulic cavities is zero, namely inside and outside elastic film, the mean value of surface resistance foil gauge difference of reading is zero, ensure that sample is in strict side limit state and lateral deformation is zero, now in hydraulic cavities, fluid pressure is the earth pressure at rest of sample;
Test point two stages:
A. Frozen-thawed cycled prepares structure gradient sample: put into by sample in assembling die, at sample upper and lower two ends configuration cold plate, realizes the gradient micromechanism of sample on thermograde direction by regulating Frozen-thawed cycled temperature and freezing-thawing cycles;
B. earth pressure at rest experimental stage: after Frozen-thawed cycled, assembling die and cold plate are removed, and sample is rotated on perpendicular
after again put in assembling die, at sample upper and lower two ends configuration porous disc, carry out consolidation compression test.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201410468902.8A CN104297066B (en) | 2014-09-15 | 2014-09-15 | Static soil pressure testing device and method for gradient microstructure soil |
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| Application Number | Priority Date | Filing Date | Title |
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| CN201410468902.8A CN104297066B (en) | 2014-09-15 | 2014-09-15 | Static soil pressure testing device and method for gradient microstructure soil |
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| CN104297066A true CN104297066A (en) | 2015-01-21 |
| CN104297066B CN104297066B (en) | 2017-01-18 |
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107167366A (en) * | 2017-05-22 | 2017-09-15 | 西南交通大学 | A kind of gradient pressurization experimental provision and gradient pressurization |
| CN107443541A (en) * | 2017-08-23 | 2017-12-08 | 北京科技大学 | For preparing the device for producing molds of the tailing-filled test block in mine and preparing test block method |
| CN109916686A (en) * | 2019-04-04 | 2019-06-21 | 上海交通大学 | A kind of test sample of the anisotropy breaking strength of sheet metal |
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| US4955237A (en) * | 1989-06-07 | 1990-09-11 | Takenaka Corp | Method and apparatus for measurement of in-situ horizontal stress by freezing of the ground in-situ |
| JP2008145324A (en) * | 2006-12-12 | 2008-06-26 | Takenaka Komuten Co Ltd | Method of measuring earth pressure in original position ground |
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Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107167366A (en) * | 2017-05-22 | 2017-09-15 | 西南交通大学 | A kind of gradient pressurization experimental provision and gradient pressurization |
| CN107443541A (en) * | 2017-08-23 | 2017-12-08 | 北京科技大学 | For preparing the device for producing molds of the tailing-filled test block in mine and preparing test block method |
| CN107443541B (en) * | 2017-08-23 | 2019-05-17 | 北京科技大学 | It is used to prepare the device for producing molds and preparation test block method of the tailing-filled test block in mine |
| CN109916686A (en) * | 2019-04-04 | 2019-06-21 | 上海交通大学 | A kind of test sample of the anisotropy breaking strength of sheet metal |
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