CN102621006B - Pressure chamber for rock-soil rheological test - Google Patents
Pressure chamber for rock-soil rheological test Download PDFInfo
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- CN102621006B CN102621006B CN201210091067.1A CN201210091067A CN102621006B CN 102621006 B CN102621006 B CN 102621006B CN 201210091067 A CN201210091067 A CN 201210091067A CN 102621006 B CN102621006 B CN 102621006B
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- 238000012360 testing method Methods 0.000 title claims abstract description 103
- 239000002689 soil Substances 0.000 title claims abstract description 64
- 239000011435 rock Substances 0.000 claims description 59
- 239000012530 fluid Substances 0.000 claims description 14
- 238000010438 heat treatment Methods 0.000 claims description 9
- 210000004907 gland Anatomy 0.000 claims description 4
- 239000000463 material Substances 0.000 claims description 4
- 229920001973 fluoroelastomer Polymers 0.000 claims description 3
- 238000007789 sealing Methods 0.000 claims description 3
- 239000003921 oil Substances 0.000 description 15
- 230000007613 environmental effect Effects 0.000 description 14
- 239000007788 liquid Substances 0.000 description 7
- 238000010586 diagram Methods 0.000 description 5
- 230000008859 change Effects 0.000 description 4
- 238000006073 displacement reaction Methods 0.000 description 4
- 239000002828 fuel tank Substances 0.000 description 4
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 4
- 239000000295 fuel oil Substances 0.000 description 3
- 238000004519 manufacturing process Methods 0.000 description 3
- 230000009471 action Effects 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 2
- 230000008878 coupling Effects 0.000 description 2
- 238000010168 coupling process Methods 0.000 description 2
- 238000005859 coupling reaction Methods 0.000 description 2
- 238000001514 detection method Methods 0.000 description 2
- 229920001971 elastomer Polymers 0.000 description 2
- 238000000034 method Methods 0.000 description 2
- 238000003825 pressing Methods 0.000 description 2
- 230000008569 process Effects 0.000 description 2
- 238000003908 quality control method Methods 0.000 description 2
- 238000004458 analytical method Methods 0.000 description 1
- 238000003556 assay Methods 0.000 description 1
- 230000015572 biosynthetic process Effects 0.000 description 1
- 210000004556 brain Anatomy 0.000 description 1
- 238000010276 construction Methods 0.000 description 1
- 238000005260 corrosion Methods 0.000 description 1
- 230000007797 corrosion Effects 0.000 description 1
- 230000001066 destructive effect Effects 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- -1 electricity Substances 0.000 description 1
- 230000005611 electricity Effects 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 238000010304 firing Methods 0.000 description 1
- 230000002706 hydrostatic effect Effects 0.000 description 1
- 238000009434 installation Methods 0.000 description 1
- 230000007246 mechanism Effects 0.000 description 1
- 239000011148 porous material Substances 0.000 description 1
- 238000004088 simulation Methods 0.000 description 1
- 229910001220 stainless steel Inorganic materials 0.000 description 1
- 239000010935 stainless steel Substances 0.000 description 1
- 238000010998 test method Methods 0.000 description 1
- 230000036962 time dependent Effects 0.000 description 1
- 239000002699 waste material Substances 0.000 description 1
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Abstract
The invention relates to a pressure chamber for a rock-soil rheological test, which comprises an axial pressure chamber and an annular pressure chamber, wherein the axial pressure chamber comprises an upper pressure chamber, a test-piece chamber and a lower pressure chamber, which are sequentially laminated, a rock-soil test piece is placed inside the test-piece chamber, oil with adjustable pressure is respectively inputted into the annular pressure chamber, the upper pressure chamber and the lower pressure chamber, the annular pressure chamber surrounds the axial pressure chamber in the radial direction, and the axial pressure chamber is formed by an internal space of an elastic jacket. The annular pressure chamber is separated from the axial pressure chamber in the pressure chamber through the elastic jacket, so that the axial pressure and the radial pressure of the rock-soil test-piece in the pressure chamber can be absolutely isolated, and the axial pressure and the radial pressure born by the rock-soil test piece in the test-piece chamber can be independent from each other.
Description
Technical field
The present invention relates to a kind of pressure chamber for rock soil rheological test.
Background technology
Ground rheological characteristics mainly comprises creep properties and power relaxation property, research ground rheological characteristics, for Geotechnical Engineering quality control, safe operation and soft rock supporting and rock-soil mechanics research very important, particularly to deep Geotechnical Engineering and rock-soil mechanics even more important.Research ground failure mechanism is mainly concentrated on to the research of ground rheological characteristics, to promote the raising for Geotechnical Engineering quality control, safe operation and soft rock supporting level.At present, mainly adopt triaxial rheometer to the test that ground stream becomes, this flow graph can apply pressure to the radial direction of ground with axial, but mutually interferes between radial pressure and axle pressure, and therefore axle pressure and radial pressure can not be independent.In the actual destructive process of ground, ground stretch-draw and cut to stress be ground destroy main cause, in ground stretching process, axially loaded is less than radial force, and the axially loaded that present triaxial rheometer can only realize rock soil test piece is greater than radial force, because when doing triaxial test with traditional triaxial rheometer, whole test specimen bears the working oil pressure (custom is referred to as hydrostatic pressing-" Archimedes' principle ") of inside, pressure chamber, test specimen axle pressure also comprises pressure chamber's internal pressure except axial loading system applied pressure, when axial loading system pressure is zero, test specimen axially still bears the working oil pressure of inside, pressure chamber, the radial pressure that cannot realize test specimen is greater than axle pressure, the stress field of bearing when therefore cannot simulate ground stretch-draw, this has a greatly reduced quality with regard to making the reference value of rock soil rheological test result.
In addition, ground creep test often organizes test at least needs 5 test specimens, each specimen test tens hours at least, hundreds of even thousands of hours at most, battery of tests is finished often needs the several months, not only incurs loss through delay obtaining of requirement of engineering data, and consumes sizable manpower and financial resources.Use many cover testing equipments to test simultaneously, although the cycle of having tested can be reduced, but often overlap testing equipment all to need to be equipped with oil supply system, power system and testing table, these all need very high manufacturing cost, thus substantially increase the cost of rock soil rheological test, and greatly waste energy, both uneconomical also not environmentally.
Summary of the invention
For problems of the prior art, the object of this invention is to provide a kind of simulate the multiple situations such as such as ground stretch-draw under the rock soil rheological test equipment of stress field of bearing.
For achieving the above object, technical scheme of the present invention is as follows:
A kind of pressure chamber for rock soil rheological test, comprise axle pressure room and annular pressure chamber, described axle pressure room comprise be cascading upward pressure room, specimen chamber and downforce room, described specimen chamber is built with rock soil test piece, the fluid that in described annular pressure chamber, upward pressure room and downforce room, equal input pressure is adjustable, described annular pressure chamber is looped around footpath, described axle pressure room towards periphery, and described axle pressure room is made up of the inner space of a flexible sheath.
Further, described flexible sheath is the fluororubber material of high temperature high voltage resistant.
Further, described flexible sheath comprises body, upper installed surface and lower installed surface, and described body is annular, and described upper installed surface and lower installed surface lay respectively at two end faces of described body, and are plane perpendicular to the outside surface of described body center line.
Further, the outside of described upper installed surface is also connected with the upper outer shroud to downward-extension, and the outside of described lower installed surface is also connected with the lower outer shroud upwards extended.
Further, described annular pressure indoor are also provided with the heating jacket for heating to described annular pressure chamber inner fluid.
Beneficial effect of the present invention is, the present invention compared with prior art, the present invention adopts flexible sheath the annular pressure chamber in pressure chamber and axle pressure room to be kept apart, the axle pressure of the rock soil test piece in pressure chamber and radial pressure are definitely isolated, thus it is separate between the axle pressure that the rock soil test piece in this specimen chamber is born and radial pressure, can by applying pressure separately, realize the radial pressure of rock soil test piece numerical value different between axle pressure to contrast, to simulate the stress field under the multiple different situations such as ground stretch-draw, thus make rock soil rheological test application scenario more extensive, the reference value of test findings is larger, greatly can improve the application level of rock soil rheological test.
Accompanying drawing explanation
Below in conjunction with accompanying drawing, the present invention is described in further detail:
Fig. 1 is a kind of pressure chamber structure schematic diagram for rock soil rheological test of the present invention;
Fig. 2 is a kind of pressure chamber's Elastic jacket structure schematic diagram for rock soil rheological test of the present invention;
Fig. 3 is the using state schematic diagram of a kind of pressure chamber for rock soil rheological test of the present invention on testing table;
Fig. 4 is the principle of work schematic diagram that a kind of pressure chamber for rock soil rheological test of the present invention carries out rheological test;
Fig. 5 is the testing equipment one-piece construction schematic diagram of a kind of pressure chamber for rock soil rheological test of the present invention.
Embodiment
The exemplary embodiments embodying feature & benefits of the present invention will describe in detail in the following description.Be understood that the present invention can have various changes in different embodiments, it neither departs from the scope of the present invention, and explanation wherein and accompanying drawing are the use when explain in itself, and is not used to limit the present invention.
Rock-soil rheological test method is by exerting pressure the rock soil test piece be arranged in pressure chamber to simulate the different stress field environment of ground, then by detecting the running parameter of rock soil test piece under above-mentioned environment to make an appraisal to the situation of change of actual ground under different stress field environment.In the present invention, the axle pressure and the radial pressure that are arranged in the rock soil test piece of pressure chamber are definitely isolated, thus make between this axle pressure and radial pressure separate.When the radial pressure that rock soil test piece is born is greater than axle pressure, can be used for simulating stress field when actual ground bears stretch-draw.The running parameter of rock soil test piece comprises stress, strain, side pressure and temperature, and wherein strain comprises axial strain and radial strain.
In addition, also by pressure chamber, rock soil test piece is heated, to simulate the different temperatures environment of actual ground.Moreover for saving test period, rock soil test piece is identical with pressure chamber's quantity, is more than 2, and each rock soil test piece is tested simultaneously.In the present embodiment, rock soil test piece and pressure chamber's quantity are 5.
Figure 1 shows that the structure of pressure chamber 1 in the present embodiment.Pressure chamber 1 comprises axle pressure room 12 and annular pressure chamber 13.Axle pressure room 12 comprises upward pressure room 121, specimen chamber 120 and downforce room 122.In the present embodiment, rock soil test piece 8 can select the geological materials such as colliery or other mine soft rocks, and rock soil test piece 8 is contained in specimen chamber 120.Annular pressure chamber 13 is sealed oil sac, the fluid that in oil sac, stuffing pressure is adjustable, and upward pressure room 121 and downforce room 122 are cushion block, regulate pressure by fluid.Wherein, annular pressure chamber 13 is ring-type cylinder, is looped around footpath, axle pressure room 12 towards periphery.As shown in Figure 4, annular pressure chamber 13 is communicated with energy supplying system 5, pressure oil liquid is provided to annular pressure chamber 13 by energy supplying system 5, carry out radial direction to the rock soil test piece 8 be contained in specimen chamber 120 to exert pressure, oil liquid pressure scope is 0-60MPa, can carry out pressurizeing, release, pressurize and replacement, maximum radial deflection is 10 millimeters.Upward pressure room 121 is pressed against specimen chamber 120 top, downforce room 122 leans in specimen chamber 120 bottom, upward pressure room 121 is all communicated with energy supplying system 5 with downforce room 122, provides pressure oil liquid by energy supplying system 5, jointly carries out axial pressure to the rock soil test piece 8 be contained in specimen chamber 120.In the present embodiment, axial force is maximum reaches 600KN, and maximum displacement is 200 millimeters.
In the present embodiment, the inner space of a flexible sheath 11 forms axle pressure room 12.Flexible sheath 11 structure as shown in Figure 2, body 110 is loop configuration, and body about 110 two ends extend radially outwardly, and forms upper installed surface 111 and lower installed surface 112 respectively, outside surface perpendicular to body 110 on upper installed surface 111 and lower installed surface 112 is plane, is fixed installation to facilitate.Flexible sheath 11 adopts fluororubber material, has effect that is high pressure resistant, high temperature.The axle pressure of the rock soil test piece 8 in specimen chamber 120 and radial pressure are separated by flexible sheath 11, the axle pressure of rock soil test piece 8 and radial pressure are independently arranged separately, both axle pressure radial pressure can be more than or equal to, also axle pressure radial pressure can be less than.While applying radial pressure, axle pressure can diminish, and is even zero, can simulate the stretch-draw situation of ground, and research ground is time dependent parameters change when bearing stretch-draw, until destroy.Upper installed surface 111 is extended with relative axial outer annular edge with the outside of lower installed surface 112, be respectively outer shroud 113 and lower outer shroud 114, upper outer shroud 113 and lower outer shroud 114 can assist installed surface 111 and lower installed surface 112 to install, and also can improve body 110 intensity.Rock soil test piece 8 is contained in flexible sheath 11, and axle pressure room 1 is interior is specimen chamber 120 by the space that rock soil test piece 8 occupies.The lower end of upper cushion block 123 is stretched in flexible sheath 11 top hermetically, thus a space sealed is formed between the lower surface and the upper surface of rock soil test piece 8 of upper cushion block 123, this space is upward pressure room 121, and the fluid pressure line of upward pressure room 121 is through upper cushion block 123.The upper end of lower cushion block 124 is stretched in bottom flexible sheath 11 hermetically, thus between the upper surface of lower cushion block 124 and the lower surface of rock soil test piece 8, form a space sealed, this space is downforce room 122, and the fluid pressure line of downforce room 122 is through lower cushion block 124.
Annular pressure chamber 13 is formed in the space that upper end cover 131, bottom end cover 132 and cylindrical shell 130 limits jointly with flexible sheath 11.Cylindrical shell 130 is the tubular structure of both ends open, upper end cover 131 and bottom end cover 132 sealed cylinder 130 both ends open respectively, and is threaded with sealed cylinder 130.The top of annular pressure chamber 13 is also provided with gland 133 and upper block 134.Lower block 135 is also provided with bottom annular pressure chamber 13.Cylindrical shell 130, upper block 134, all seal between flexible sheath 11 with bottom end cover 132 and contact, form the annular pressure chamber 13 of sealing.Gland 133 is arranged between upper end cover 131 and the upper installed surface 141 of flexible sheath 14.
In annular pressure chamber 13, be also provided with heating jacket 15, heating jacket 15 is the loop configuration closed, and is arranged between block 134 and lower block 135.Heating jacket 15 is arranged in the pressure oil liquid of annular pressure chamber 13, can directly heat the fluid in annular pressure chamber 13, and due to the convection action of fluid, firing rate is fast and fluid heats up even, can reduce energy loss, improve temperature controlled precision.Heating jacket 15 is connected with extraneous power supply by the heated coupling of sealing, and this heated coupling can oil resistant corrosion, and insulate with fluid.Adopt heating jacket 15, temperature in specimen chamber 10 can be made to be up to 100 DEG C-150 DEG C.
In addition, be also provided with rubber blanket 16 in bottom, pressure chamber 1, this rubber blanket 16 is fixedly mounted on the lower surface of lower cushion block 132, for alleviating the impact of axial force.Pressure chamber 1 except pressure and heat, also can apply pore water, gas etc. except applying rock sample 8 as required, descends Geotechnical Environment more for simulation.
In the present embodiment, as shown in Figure 3, a testing table 2 is installed altogether pressure chamber of 5,5 pressure chambers and identical test condition and object can be set, also can need to arrange different test conditions and object respectively according to test.5 pressure chambers 1 can carry out rheological test to 5 parts of DIFFERENT SOIL test specimens 8 simultaneously respectively, greatly shorten the rheological test cycle, improve test speed.Testing table 2, for abutment pressure room 1, comprises entablature 21, sill 22, column 23 and base 24.Entablature 21 and sill 22 are respectively one, and 5 pressure chambers 1 are installed in parallel between entablature 21 and sill 22.Column 23 is for connecting entablature 21 and sill 22, and around each pressure chamber 1, a column 23 is respectively installed in four bights, amounts to 12 columns 23, has saved 8 columns, greatly reduce cost of manufacture compared with 5 independent flow graphs.Base 24 is arranged on sill 22 bottom, for supporting entablature 21, pressure chamber 1, sill 22 and column 23.In addition, axial environmental system 3 is arranged on entablature 21, and radial environmental system 4 is arranged in base 24, is all communicated with pressure chamber 1 by fluid pressure line, circuit, water pipe with tracheae etc.Axial environmental system 3 and radial environmental system 4 change axis and the environment such as radial stress field and temperature field of rock soil test piece 8 respectively, to simulate the underground environment of actual ground.
As shown in figs. 4 and 5, the rock soil rheological test equipment of the present embodiment comprises pressure chamber 1, testing table 2, axial environmental system 3, radial environmental system 4, energy supplying system 5, detection system 6 and controls and analytic system 7.Pressure chamber 1 and testing table 2 as front introduction, in this no longer superfluous words.Axial environmental system 3 regulates the environmental parameter axially such as axle pressure in pressure chamber 1, and radial environmental system 4 regulates the isometrical environmental parameter upwards of the radial pressure in pressure chamber 1.
Energy supplying system 5 provides the energy needed for this equipment, comprises fuel oil supply unit 51, supply module 52, air feed module 53 and water supply module 54 4 parts.Adopt low-noise oil pump, stainless steel fuel tank and high-accuracy oil filter in fuel oil supply unit 51, can ensure that oil circuit cleans, because 5 pressure chambers 1 share a fuel tank, can greatly reduce fuel tank cost of manufacture, and minimizing fuel tank takes up room.Adopting high-capacity UPS in supply module 52 in energy supplying system 5, in air feed module 53 and fuel oil supply unit 51, adopt gas-liquid booster pump and accumulator etc., accident power-off can being avoided to testing the impact brought.Wherein, uninterrupted power source power can reach 2KW, and gas-liquid booster pump maximum functional air pressure can reach 0.69MPa, and maximum output oil pressure can reach 30MPa.
As shown in Figure 5, detection system 6 comprises displacement transducer 61, force snesor 62, radial pressure sensor 63, temperature sensor 64 and hoop extensometer.Wherein, hoop extensometer is only used in the uniaxial test of pressure-less chamber, the parameters of rock soil test piece 8 in above-mentioned displacement transducer 61, force snesor 62, radial pressure sensor 63, temperature sensor 64 and hoop extensometer test pressure room 1, and this parameter is sent to control and analytic system 7.Wherein, displacement transducer 61 can test the axial strain of rock soil test piece 8; Force snesor 62 can test the axial stress of rock soil test piece 8; Radial pressure sensor 63 can test the radial stress of rock soil test piece 8; Temperature sensor 64 can test the temperature variation of rock soil test piece 8; Annular extensometer can test the radial strain of rock soil test piece 8.
Control and analytic system 7 are brains of this equipment, and the data that one side controls and analytic system 7 acquisition testing system 6 is sent, carry out assay; Control and analytic system 7 generate steering order on the other hand, and this instruction is sent to respectively energy supplying system 5, axial environmental system 3 with radial environmental system 4, control energy supplying system 5, axial environmental system 3 and the action of radial environmental system 4, to carry suitable pressure oil liquid, electricity, gas and water etc. in pressure chamber 1.Control and analytic system 7 adopt visualized operation, and arrange independently operating platform.Test figure stores in Microsoft Office Excel mode and calls, can with stress, axial strain, radial strain, side pressure, temperature and any two parameters in effective time for coordinate graphing, to test findings march line analysis, partial enlargement, also can work out and print test report.The control software design of control and analytic system 7 adopts the LabVIEW software of America NI company, and develops formation further on this basis of software.Adopt LabVIEW software programming not only to have potentiality to be exploited, it is multi-control conveniently to carry out a machine, and greatly reduces costs.
Beneficial effect of the present invention is, the present invention compared with prior art, the present invention adopts flexible sheath 11 annular pressure chamber 13 in pressure chamber 1 to be kept apart with axle pressure room 12, the axle pressure of the rock soil test piece 8 in pressure chamber 1 and radial pressure are definitely isolated, thus it is separate between the axle pressure that the rock soil test piece 8 in this specimen chamber 120 is born and radial pressure, can by applying pressure separately, the radial pressure numerical value different between axle pressure realizing rock soil test piece 8 contrasts, to simulate the stress field under the multiple different situations such as ground stretch-draw, thus make rock soil rheological test application scenario more extensive, the reference value of test findings is larger, greatly can improve the application level of rock soil rheological test.
Technical scheme of the present invention is disclosed as above by preferred embodiment.The change that those skilled in the art do when should recognize the scope and spirit of the present invention disclosed in the claim do not departed from appended by the present invention and retouching, within the protection domain all belonging to claim of the present invention.
Claims (4)
1. the pressure chamber for rock soil rheological test, it is characterized in that, there is in described pressure chamber axle pressure room and annular pressure chamber, described axle pressure room comprises the upward pressure room be cascading, specimen chamber and downforce room, described specimen chamber is built with rock soil test piece, described upward pressure room is pressed against described specimen chamber top, described downforce room leans in specimen chamber bottom, described annular pressure chamber, the fluid that in upward pressure room and downforce room, all input pressure is adjustable, described annular pressure chamber is looped around footpath, described axle pressure room towards periphery, described axle pressure room is made up of the inner space of a flexible sheath, described annular pressure chamber in described pressure chamber and described axle pressure room are kept apart by described flexible sheath, pressurizeed by fluid pressure line in described upward pressure room and downforce room, release, pressurize and replacement,
Described flexible sheath comprises body, upper installed surface and lower installed surface, described body is annular, the upper and lower two ends of described body extend radially outwardly, form upper installed surface and lower installed surface respectively, described upper installed surface and lower installed surface lay respectively at two end faces of described body, and be plane perpendicular to the outside surface of described body center line, described upper installed surface is extended with relative axial outer annular edge with the outside of lower installed surface, is respectively outer shroud and lower outer shroud;
Described annular pressure chamber is formed in the space that a upper end cover, a bottom end cover and a cylindrical shell and a flexible sheath limit jointly; Described cylindrical shell is the tubular structure of both ends open, and described upper end cover and bottom end cover seal described cylindrical shell both ends open respectively, and are threaded hermetically with described cylindrical shell; The top of described annular pressure chamber is also provided with gland and upper block; Lower block is also provided with bottom described annular pressure chamber; Described cylindrical shell, upper block, all seal between flexible sheath with bottom end cover and contact, form the described annular pressure chamber of sealing; Described gland is arranged between upper end cover and the upper installed surface of flexible sheath.
2., as claimed in claim 1 for the pressure chamber of rock soil rheological test, it is characterized in that, described flexible sheath is the fluororubber material of high temperature high voltage resistant.
3., as claimed in claim 1 for the pressure chamber of rock soil rheological test, it is characterized in that, the outside of described upper installed surface is described upper outer shroud, described upper outside hoop downward-extension, and the outside of described lower installed surface is described lower outer shroud, and described lower outside hoop extends.
4. the pressure chamber for rock soil rheological test as described in as arbitrary in claim 1-3, is characterized in that, described annular pressure indoor are also provided with for the heating jacket of described annular pressure chamber inner fluid heating.
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| CN201210091067.1A CN102621006B (en) | 2012-03-30 | 2012-03-30 | Pressure chamber for rock-soil rheological test |
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| CN201210091067.1A CN102621006B (en) | 2012-03-30 | 2012-03-30 | Pressure chamber for rock-soil rheological test |
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| CN102621006B true CN102621006B (en) | 2015-07-08 |
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| CN106932335B (en) * | 2015-12-30 | 2019-09-17 | 核工业北京地质研究院 | A kind of installation method for sensor in padded coaming multi- scenarios method experimental stand |
| CN106023761B (en) * | 2016-07-25 | 2018-10-12 | 中国科学院武汉岩土力学研究所 | A kind of inrush through faults are dashed forward mud analog machine and test method |
| CN110017931B (en) * | 2019-03-28 | 2021-04-13 | 天津大学 | Shield tunnel outside soil pressure measuring device |
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| US3975950A (en) * | 1975-03-17 | 1976-08-24 | Karoly Erdei | Apparatus for testing material strength |
| US5025668A (en) * | 1988-06-30 | 1991-06-25 | Institut Francais Du Petrole | Cell for the triaxial stress testing of a rock sample and a testing method using such a cell |
| FR2663121A1 (en) * | 1990-06-12 | 1991-12-13 | Univ Lille Flandres Artois | Multipurpose triaxial testing cell for geological materials |
| FR2746920A1 (en) * | 1996-04-01 | 1997-10-03 | Inst Francais Du Petrole | Device for triaxial pressure testing of a rock sample |
| CN201716255U (en) * | 2010-07-14 | 2011-01-19 | 中原工学院 | Rock permeability testing device |
| CN102089639A (en) * | 2008-07-07 | 2011-06-08 | 里尔科技大学 | Triaxial cell for the testing of geomaterials in compression and in shear |
Family Cites Families (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP3503927B2 (en) * | 1998-09-07 | 2004-03-08 | 財団法人電力中央研究所 | Triaxial cell, triaxial test apparatus and triaxial test method |
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2012
- 2012-03-30 CN CN201210091067.1A patent/CN102621006B/en active Active
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US3975950A (en) * | 1975-03-17 | 1976-08-24 | Karoly Erdei | Apparatus for testing material strength |
| US5025668A (en) * | 1988-06-30 | 1991-06-25 | Institut Francais Du Petrole | Cell for the triaxial stress testing of a rock sample and a testing method using such a cell |
| FR2663121A1 (en) * | 1990-06-12 | 1991-12-13 | Univ Lille Flandres Artois | Multipurpose triaxial testing cell for geological materials |
| FR2746920A1 (en) * | 1996-04-01 | 1997-10-03 | Inst Francais Du Petrole | Device for triaxial pressure testing of a rock sample |
| CN102089639A (en) * | 2008-07-07 | 2011-06-08 | 里尔科技大学 | Triaxial cell for the testing of geomaterials in compression and in shear |
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