CN102620996A - Operational method for measuring creep parameters and infiltration parameters of smashed rocks simultaneously - Google Patents
Operational method for measuring creep parameters and infiltration parameters of smashed rocks simultaneously Download PDFInfo
- Publication number
- CN102620996A CN102620996A CN2012101046041A CN201210104604A CN102620996A CN 102620996 A CN102620996 A CN 102620996A CN 2012101046041 A CN2012101046041 A CN 2012101046041A CN 201210104604 A CN201210104604 A CN 201210104604A CN 102620996 A CN102620996 A CN 102620996A
- Authority
- CN
- China
- Prior art keywords
- creep
- rock
- parameters
- infiltration
- axial
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Pending
Links
Images
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 relates to an operational method for measuring creep parameters and infiltration parameters of smashed rocks simultaneously, which realizes loading of axial pressure and infiltration pressure difference by the aid of a smashed rock creep-infiltration full-process coupling testing device. The operational method includes: firstly, determining initial height of rock in a cylinder before loading, starting an axial loading device then, starting an electric test pump to saturate rocks, applying axial load, injecting water to the rocks to infiltrate according to set water pressure, finally changing the axial load to perform the creep-infiltration test of the next-grade stress stage. The infiltration characteristic parameters are obtained by matching of a scatter diagram of hole pressure gradient and average infiltration speed and the Forchheimer formula, and the creep parameters are obtained by matching of Kelvin-Volgt creep model and an axial strain time curve. The operational method has the advantages that creep model during creep and infiltration full-process couple of the smashed rocks can be acquired, mutual affection of creep and infiltration can be indicated through the parameters, operation results can provide theoretical basis for theoretical analysis and numerical value simulation of creep-infiltration of the smashed rocks.
Description
Technical field
the present invention relates to a kind of method of testing of fractured rock mechanical property, especially a kind of method of operating of measuring fractured rock creep parameters and permeability parameters simultaneously.
Background technology
Fractured rock in
engineering is broadly divided into two types: constructed and adopted action with the original position fractured rock that still is in the origin-location after the fragmentation for one type, one type be because of the broken inbreak of engineering excavation and under the high pressure effect accumulation fractured rock of compacting once more.Fractured rock has characteristics such as factor of porosity is big, perviousness height, and its time correlativity distortion (especially creep) and seepage flow behavior can bring the migration of rock interior liquids and gases, the long-time stability of surface structures etc. and have a strong impact on.At present; The distortion of pressure-bearing fractured rock and seepage flow Coupling Research are the heat subjects of water conservancy and mining engineering; Particularly in recent years as since the popularization of " the gangue replacement exploitation technology " of one of green exploitation gordian technique, using, to the effect of control land subsidence and to the influence research of coal column stability urgent requirement has been proposed about compaction rate, TERM DEFORMATION and the seepage flow behavior of broken waste filling.
are present; People to the seepage flow of fractured rock and creep as two independently the interim coupling process of process or seepage flow and creep carried out more research; But in both interactional test results and the creep overall process research data of permeability characteristic test seldom, this mainly is because lack to omnidistance operating system and the method for operating that is coupled of fractured rock creep-infiltration.Though; Lee has designed the Patent equipment (ZL 201120034981.3) of fractured rock creep with the omnidistance coupling of infiltration along just waiting; But this is a kind of operating means, has not related to the method for operating of measuring its creep parameters and permeability parameters when fractured rock creep-infiltration is omnidistance to be coupled simultaneously.
Summary of the invention
are in order to overcome the problem that exists in fractured rock creep-omnidistance coupling test of infiltration; The present invention provides a kind of method of operating of measuring fractured rock creep parameters and permeability parameters simultaneously; Creep model when this method of operating not only can be obtained the fractured rock creep with the omnidistance coupling of infiltration; And then the different seepage pressures of comparative analysis are to the influence of creep properties and the Penetration Signature of creep different phase; And can also reflect influencing each other of creep and seepage flow, the theoretical analysis and the numerical simulation that are coupled for fractured rock creep-seepage flow provide foundation; In addition, this method of operating cost is low, easy to operate, through design different operation scheme, can obtain the various performance parameters of creep and seepage flow, has stronger practicality.
The technical solution adopted for the present invention to solve the technical problems is: this method of operating of measuring fractured rock creep parameters and permeability parameters simultaneously adopts the omnidistance coupling test device of fractured rock creep-infiltration to realize the loading of axle pressure and permeable pressure head, and concrete operation method comprises six steps:
(1) confirms that fractured rock loads preceding elemental height in cylinder barrel
(2) open axial charger, add oil pressure 0.5MPa, make connection closely knit;
(3) start the motor test pump saturated rock;
(4) apply axial load, and keep constant, preset 4 grades of load values that increase progressively can obtain 4 grades of stress levels that increase progressively before the operation;
(5) give rock water filling seepage flow by setting hydraulic pressure, infiltration loads and requires to be provided with 4 grades of hydraulic pressure that increase progressively
, every grade of axial stress
Keep the constant creep stage, permeability apparatus by 4 grades of hydraulic pressure setting respectively to rock water filling seepage flow 6 hours;
(6) change creep-penetration testing that axial load is carried out the next stage stage of stress; Change oil pressure; Obtain different axle pressures and stress; Operate by the test philosophy and the method for front (4)～(5) again, can obtain creep curve and the permeability parameters thereof of its displacement of rock under the different loads Changing Pattern with displacement S.
According to this method of operating, axial load
FCan be by the oil pressure gauge reading
pAnd area of section in the hydraulic cylinder
ACalculate; Average percolation flow velocity under every grade of hydraulic pressure
Volumetric flow rate by the flow sensor collection
QAnd area of section A in the cylinder barrel
1 Calculate; The compression displacement of rock
SObtain the permeable pressure head at rock two ends by the displacement meter reading
Reading by water pressure gauge calculates, and presses gradient in order to the hole at computing rock two ends then 
Behind the seepage flow loaded of 4 grades of hydraulic pressure, could begin loading and creep, the seepage flow of next stage axial compression stress.In the creep stage of every grade of axial stress, the Penetration Signature parameter is pressed gradient by the hole 
With average percolation flow velocity 
Scatter diagram, obtain through the match of Forchheimer non linear fluid flow through porous medium relational expression; Creep three parameters under every grade of axial stress are by axial macro-strain 
Time curve, throughKelvin-Volgt
The creep model match obtains.
the invention has the beneficial effects as follows; Creep model when this method of operating of measuring fractured rock creep parameters and permeability parameters simultaneously not only can be obtained the fractured rock creep with the omnidistance coupling of infiltration; And then the different seepage pressures of comparative analysis are to the influence of creep properties and the Penetration Signature of creep different phase; And can also reflect influencing each other of creep and seepage flow, the theoretical analysis and the numerical simulation that are coupled for fractured rock creep-seepage flow provide foundation; In addition, this method of operating cost is low, easy to operate, through design different operation scheme, can obtain the various performance parameters of creep and seepage flow, has stronger practicality.
Description of drawings
are described further the present invention below in conjunction with accompanying drawing and embodiment.
accompanying drawing 1 is the structural representation of fractured rock creep-omnidistance coupling test device of infiltration.
accompanying drawing 2 is the structural representation of axial pressure device.
accompanying drawing 3 is the structural representation of permeability apparatus.
accompanying drawing 4 is the omnidistance coupling of a fractured rock creep-seepage flow test flow chart.
in the drawings, 1. go-cart, 2. support, 3. cylinder barrel, 4. water tank, 5. hollow circular-tube; 6. displacement meter, 7. hydraulic cylinder, 8. water pressure gauge, 9. pressure transducer, 10. flow sensor, 11. motor test pumps; 12. fuel tank, 13. ram pumps, 14. electromagnetic relief valves, 15. retaining valves, 16. pressure switches, 17. accumulators; 18. two-position four way change valve, 19. tensimeters, 20. pressure transducers, 21. rising pipes, 22. pistons, 23. rocks; 24. the porous porous disc, 25. felt layers, 26. retaining valves, 27. cylinder barrels, 28. bases, 29. water inlet pipes.
Embodiment
in the drawings; The omnidistance coupling operation device of this fractured rock creep-infiltration comprises axial pressure device, permeability apparatus, data presentation device and monitoring device; This operating means is provided with the plate shaped go-cart 1 that a bottom has roller; Be installed with the support 2 of square frame shape on the base plate of go-cart 1; Support 2 inner upper end are installed with the hydraulic axial pressue device, and support 2 interior lower end correspondences are equipped with permeability apparatus, and described axial pressure device is provided with a hydraulic cylinder 7 that is fixedly connected with support 2 end faces; The bottom vertical fixing of hydraulic cylinder 7 is connected with one and is used for the axially hollow circular-tube 5 of loading, and a side of hollow circular-tube 5 is provided with displacement meter 6; Described permeability apparatus has a vertical cylinder barrel 3; The bottom of cylinder barrel 3 fixedly mounts Packed base 28; Cylinder barrel 3 tops coincide piston 22 are installed; The bottom surface of the end face of piston 22 and pipe 5 joins, and is separately installed with vertical water inlet pipe 29 and rising pipe 21 on the axis of base 28 and piston 22, and the outer end of rising pipe 21 is connected with water tank 4; Water inlet pipe 29 is provided with the retaining valve 26 of anti-sealing adverse current; Water inlet pipe 29 orders are connected with the water pressure gauge that has valve 8, pressure transducer 9, flow sensor 10 and motor test pump 11, and the order correspondence is provided with felt layers 25 and porous porous disc 24 between base 28 and the piston 22, and test rock 23 has been fixedly clamped between the porous porous disc 24.
The hydraulic oil that
axial pressure device adopts ram pump 13 to draw in the fuel tank 12 is started working; Stablely provide and keep through what electromagnetic relief valve 14, retaining valve 15, pressure switch 16, accumulator 17 and two-position four way change valve 18 were realized the oil circuit pressure, and loading and the maintenance of pressure stable in the oil circuit through hydraulic cylinder 7 realization axial forces; Permeability apparatus provides infiltration required hydraulic pressure by motor test pump 11; Fluid is flowed into by water inlet pipe 29; Get into rock 23 through felt layers 25, porous porous disc 24 from bottom to top through retaining valve 26; Flow into water tank 4 through rising pipe 21 again, in operation, can show in real time and the recording operation data through tensimeter 20, water pressure gauge 8 and the displacement meter 6 that has valve; And can convert flow and pressure into electric signal through pressure transducer 9,20 and flow sensor 10, be input to external data collecting instrument and write down, analyze.
Concrete operation steps is following:
(1) confirms that fractured rock loads preceding elemental height in cylinder barrel
Weigh in the balance and get quality and do
m Fractured rock 23, rock 23 is packed in the cylinder barrel 27, load onto piston 22 preliminary compactings, measure the height that piston 22 heads expose cylinder barrel 27
h
1
Total depth by cylinder barrel 27
H, piston 22 length overalls
H,The thickness of porous disc 24
h
2
, felt 25 thickness
h
3
, can calculate the elemental height of fractured rock 23 according to Fig. 3
H
0
,
(2) open axial charger, add oil pressure 0.5MPa, make connection closely knit
opening plunger pump 13; Make it to export through tensimeter 19 read hydraulic fluid pressure p be 0.5MPa; It is closely knit that this original pressure makes that the bottom surface that axially loads pipe 5 and the end face of piston 22 fully contact in the junction, leaks when preventing seepage flow.
(3) start the motor test pump saturated rock
start motor test pump 11 water filling in rock 23, make water fully be filled into the space of rock 23, till observing permeability apparatus rising pipe 21 and having water to flow out automatically, fractured rock 23 state that reached capacity be describeds at this moment.
(4) apply axial load, and keep constant
for the creep parameters under the more different stress levels, predeterminable 4 grades of load values that increase progressively before the test.Correspondingly, can obtain 4 grades of stress levels that increase progressively.If when axially loading by tensimeter 19 read hydraulic fluid pressure be p, according to the inside diameter D of hydraulic cylinder 7, obtain the area of section in the hydraulic cylinder 7
, then axle pressure does
This load is passed to rock 23 through hollow circular-tube 5 and piston 22, and the internal diameter of establishing cylinder barrel 27 is D1, and then the interior area of section of cylinder barrel 27 does
So,, be arranged in the compressive stress that the rock 23 of cylinder barrel 27 bears and do
Through changing oil pressure
, can obtain different axial loads and stress level.
(5) give rock water filling seepage flow by setting hydraulic pressure
After the axial load maintenance is constant, starts motor test pump 11 and give rock 23 water fillings, the hydraulic pressure of the water pressure gauge 8 of flowing through is used
Expression.In order to measure the permeability parameters of rock 23 in creep process, 4 grades of hydraulic pressure that increase progressively can be set
, the water injection time t of every grade of hydraulic pressure setting is 6 hours.Rock 23 lower ends link to each other with water inlet pipe 29 via porous porous disc 24, felt 25, retaining valve 26, and rock 23 upper ends link to each other with water tank 4 through rising pipe 21, and then the pressure differential at rock 23 two ends does
Pressure gradient does
Hydraulic pressure for each grade setting
, when flow velocity evenly reaches steady seepage,, obtain the percolation flow velocity v of water in rock 23 and do by the volume flow Q that flow sensor 10 is gathered
Obtain average percolation flow velocity this grade hydraulic pressure under in steady seepage to the mean value that water filling finished in this time by this speed v
, promptly to each grade pore water pressure
, can obtain an average percolation flow velocity
Change pore water pressure successively, and press setting-up time seepage flow, when the 4th grade of hydraulic pressure seepage flow of setting finishes, calculate 4 grades of percolation flow velocities successively
And pressure gradient value
So, can draw out by this 4 data points
With
Scatter diagram, to this scatter diagram with the match of following Forchheimer relational expression
Wherein
,
Be respectively the permeability of rock 23, non-Darcy stream
The factor,
Be the mass density of seepage flow liquid,
Kinetic viscosity for permeation liquid.Through type (7) thus match obtains characterizing the Penetration Signature parameter of fractured rock 23: permeability k, non-Darcy stream
The factor.
Above-mentioned water filling flow event can be repeated in the maintenance stage with the one-level axle pressure in
, obtains under the effect of this grade axle pressure the Penetration Signature parameter of rock 23 in creep process with the Changing Pattern of the displacement S of rock 23.Promptly in axial stress 
When constant, obtain
According to the compression displacement S of displacement meter 6 gained rocks 23, adopt the compressive strain of logarithmic strain computing rock, then each macroscopical compressive strain of t rock constantly
For
So can draw displacement S or macro-strain under every grade of stress level
Creep curve in time, promptly
Will
Curve is by the match of following Kelvin-Volgt creep model
Wherein, E0 is the instantaneous elasticity modulus of rock 23, and E1 is its limit deformation of creep modulus,
Be time delay, and have
Instantaneous elasticity modulus E0 can be by axial stress
The elastic strain that load phase produces
Confirm.According to the reading of pressure transducer 20 and displacement meter 6, can draw the stress-strain curve of load phase, near the slope value of this curve initial point is instantaneous elasticity modulus E0.
Parameter E1 reaches
The following method of definite employing: know by formula (11):
When 
The time, 
(13)
Association type (11), (13) obtain
(14)
The following formula both sides are taken the logarithm obtain
In the following formula if the order
Then can press
Carry out linear regression, obtain a and b, reach thereby obtain parameter E1
Obtained every grade of axial stress through above method
The Kelvin-Volgt creep model parameter of following fractured rock 23 under seepage effect.
(6) change creep-penetration testing that axial load is carried out the next stage stage of stress
change oil pressure; Obtain different axle pressures and stress; Test philosophy and method by front (4)-(5) makes an experiment again, can obtain creep curve and the permeability parameters thereof of rock 23 its displacements under the different loads Changing Pattern with displacement S.The test findings of comprehensive different loads level, match obtains
following formula has reflected the influence of deformation of creep S to permeability parameter.
Operating result under the comprehensive different axial load, also can obtain under the different axial stresses and seepage effect under the creep rule of rock 23, obtain the creep parameters E under the axial stresses at different levels
0
, E
1
And
above gained creep parameters and permeability parameters obtains in creep and seepage flow carry out simultaneously.Axial stress is provided with 4 grades, under each grade axial stress level, sets gradually 4 grades of different hydraulic pressure and tests.In order to analyze the influence of different factors to creep or permeance property, but local modification aforesaid operations scheme is operated as follows:
(1) different infiltration hydraulic pressure are to the operations of draw: need carry out group experiment to the identical fractured rock of elemental height, under identical axle pressure effect, during creep, select a kind of hydraulic pressure for use for every group
Rock 23 is carried out seepage flow.
(2) operation of the creep under the no seepage effect: in whole creep process, do not add hydraulic pressure, have or not the influence of seepage effect, can obtain creep model and parameter under the stress levels at different levels to creep model in order to comparative analysis;
(3) creep is to the operation of Penetration Signature influence: under with the one-level stress level, in creep initial stage (in the creep 6 hours), creep mid-term (in creep 8-14 hour) and creep later stage (in creep 18-24 hour) rock is used identical hydraulic pressure respectively
Seepage flow can obtain the Penetration Signature parameter of creep different phase under the axial stress effect at the same level.
Claims (5)
1. a method of operating of measuring fractured rock creep parameters and permeability parameters simultaneously adopts the omnidistance coupling operation device of fractured rock creep-infiltration to realize the loading of axle pressure and permeable pressure head; The concrete characteristic of said method of operating is: (1) confirms that fractured rock loads preceding elemental height
in cylinder barrel; (2) open axial charger, add oil pressure 0.5MPa, make connection closely knit; (3) start the motor test pump saturated rock; (4) apply axial load, and keep constant, preset 4 grades of load values that increase progressively can obtain 4 grades of stress levels that increase progressively before the operation; (5) give rock water filling seepage flow by setting hydraulic pressure; Infiltration loads and requires to be provided with 4 grades of hydraulic pressure that increase progressively
; Keep the constant creep stage in every grade of axial stress
, permeability apparatus by 4 grades of hydraulic pressure setting respectively to rock (23) water filling seepage flow 6 hours; (6) change creep-penetration testing that axial load is carried out the next stage stage of stress; Change oil pressure; Obtain different axle pressures and stress; Operate by the test philosophy and the method for front (4)～(5) again, can obtain creep curve and the permeability parameters thereof of its displacement of rock under the different loads Changing Pattern with displacement S.
2. a kind of method of operating of measuring fractured rock creep parameters and permeability parameters simultaneously according to claim 1 is characterized in that: axial load
FBy the oil pressure gauge reading
pAnd area of section in the hydraulic cylinder
ACalculate; Average percolation flow velocity under every grade of hydraulic pressure
Volumetric flow rate by the flow sensor collection
QAnd area of section A in the cylinder barrel
1Calculate; Obtain the compression displacement of rock by the displacement meter reading
S, by the permeable pressure head at the reading computing rock two ends of water pressure gauge
, press gradient in order to the hole at computing rock two ends
Behind the seepage flow loaded of 4 grades of hydraulic pressure, could begin loading and creep, the seepage flow of next stage axial compression stress; In the creep stage of every grade of axial stress, the Penetration Signature parameter is pressed gradient by the hole
With average percolation flow velocity
Scatter diagram, obtain through the match of Forchheimer non linear fluid flow through porous medium relational expression; Creep three parameters under every grade of axial stress are by axial macro-strain
Time curve, obtain through the match of Kelvin-Volgt creep model.
3. a kind of method of operating of measuring fractured rock creep parameters and permeability parameters simultaneously according to claim 1; It is characterized in that: operate for the creep under the no seepage effect; In whole creep process, do not add hydraulic pressure; Have or not the influence of seepage effect in order to comparative analysis, can obtain creep model and parameter under the stress levels at different levels creep model.
4. a kind of method of operating of measuring fractured rock creep parameters and permeability parameters simultaneously according to claim 1; It is characterized in that: at difference infiltration hydraulic pressure during the operation of draw; Need the identical fractured rock of elemental height is carried out division operation; Under identical axle pressure effect, during creep, select for use a kind of hydraulic pressure
that rock (23) is carried out seepage flow for every group.
5. a kind of method of operating of measuring fractured rock creep parameters and permeability parameters simultaneously according to claim 1; It is characterized in that: for the operation of creep the Penetration Signature influence; Under with the one-level stress level; Respectively creep initial stage (in the creep 6 hours), creep mid-term (in creep 8-14 hour) and creep later stage (in creep 18-24 hour) to rock with identical hydraulic pressure
seepage flow, can obtain the Penetration Signature parameter of creep different phase under the axial stress effect at the same level.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2012101046041A CN102620996A (en) | 2012-04-11 | 2012-04-11 | Operational method for measuring creep parameters and infiltration parameters of smashed rocks simultaneously |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2012101046041A CN102620996A (en) | 2012-04-11 | 2012-04-11 | Operational method for measuring creep parameters and infiltration parameters of smashed rocks simultaneously |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN102620996A true CN102620996A (en) | 2012-08-01 |
Family
ID=46561044
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN2012101046041A Pending CN102620996A (en) | 2012-04-11 | 2012-04-11 | Operational method for measuring creep parameters and infiltration parameters of smashed rocks simultaneously |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN102620996A (en) |
Cited By (17)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102864767A (en) * | 2012-09-18 | 2013-01-09 | 贵州正业工程技术投资有限公司 | Water injection device of creepage in-situ test base slab for filled ground |
| CN103308429A (en) * | 2013-05-28 | 2013-09-18 | 同济大学 | Instrument for measuring diffusion coefficient of solution ions in soil body |
| CN103760087A (en) * | 2014-01-21 | 2014-04-30 | 盐城工学院 | Permeating device for sustainable pressurization of rock body seepage test |
| CN104101564A (en) * | 2014-07-16 | 2014-10-15 | 西南石油大学 | Device and method for testing low-permeability core starting pressure gradient at high temperature and high pressure with unsteady state method |
| CN104392131A (en) * | 2014-11-24 | 2015-03-04 | 中国矿业大学 | Calculating method of broken rock seepage field in process of driving sand by water |
| CN105352798A (en) * | 2015-11-06 | 2016-02-24 | 西南交通大学 | Test method for detection of rock mechanical parameters by utilization of rock debris |
| CN103886221B (en) * | 2014-04-09 | 2017-03-08 | 华电煤业集团有限公司 | A kind of variable mass fractured rock permeability Parameters Calculation method |
| CN106568622A (en) * | 2016-10-12 | 2017-04-19 | 河海大学 | Test device for positive pressure water saturation of high strength rock sample and use method |
| CN108195689A (en) * | 2018-04-04 | 2018-06-22 | 山西潞安环保能源开发股份有限公司常村煤矿 | A kind of thick cyclinder roadway surrounding rock destroys and supporting analogue experiment method and device |
| CN110186776A (en) * | 2019-05-24 | 2019-08-30 | 太原理工大学 | A kind of multiphase coupled creep loading experimental rig of fragmented rock body and test method |
| CN110940610A (en) * | 2019-11-27 | 2020-03-31 | 山东科技大学 | Broken rock nonlinear seepage test system and method |
| CN111189692A (en) * | 2020-03-13 | 2020-05-22 | 中原工学院 | Long-term strength test system for anchored rock mass based on stress seepage coupling effect |
| CN111811943A (en) * | 2020-06-08 | 2020-10-23 | 山东科技大学 | Pressure maintaining device and experimental method in rock creep impact and microcrack scanning experiment |
| CN111982779A (en) * | 2020-08-19 | 2020-11-24 | 河海大学 | Test method for simulating seepage deformation of pressure tunnel by hollow cylindrical rock sample |
| CN112362556A (en) * | 2020-11-13 | 2021-02-12 | 重庆大学 | Method for obtaining permeability coefficient continuous function of coal mine mining stable area |
| CN112945743A (en) * | 2021-01-28 | 2021-06-11 | 西南石油大学 | Method for evaluating and preventing creep damage of flow conductivity of gas reservoir artificial crack |
| CN115372148A (en) * | 2022-10-24 | 2022-11-22 | 中国中医科学院望京医院(中国中医科学院骨伤科研究所) | Axial loading device, method and loading system for spine |
Citations (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102175529A (en) * | 2011-01-26 | 2011-09-07 | 徐州师范大学 | Creep permeation full-distance coupling test system for broken rock sample |
-
2012
- 2012-04-11 CN CN2012101046041A patent/CN102620996A/en active Pending
Patent Citations (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102175529A (en) * | 2011-01-26 | 2011-09-07 | 徐州师范大学 | Creep permeation full-distance coupling test system for broken rock sample |
Cited By (26)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102864767A (en) * | 2012-09-18 | 2013-01-09 | 贵州正业工程技术投资有限公司 | Water injection device of creepage in-situ test base slab for filled ground |
| CN102864767B (en) * | 2012-09-18 | 2015-06-03 | 贵州正业工程技术投资有限公司 | Water injection device of creepage in-situ test base slab for filled ground |
| CN103308429A (en) * | 2013-05-28 | 2013-09-18 | 同济大学 | Instrument for measuring diffusion coefficient of solution ions in soil body |
| CN103308429B (en) * | 2013-05-28 | 2015-12-23 | 同济大学 | A kind of instrument measuring solion coefficient of diffusion in the soil body |
| CN103760087B (en) * | 2014-01-21 | 2016-01-06 | 盐城工学院 | For the permeability apparatus of the continuous pressurization of Seepage of Rock Masses test |
| CN103760087A (en) * | 2014-01-21 | 2014-04-30 | 盐城工学院 | Permeating device for sustainable pressurization of rock body seepage test |
| CN103886221B (en) * | 2014-04-09 | 2017-03-08 | 华电煤业集团有限公司 | A kind of variable mass fractured rock permeability Parameters Calculation method |
| CN104101564A (en) * | 2014-07-16 | 2014-10-15 | 西南石油大学 | Device and method for testing low-permeability core starting pressure gradient at high temperature and high pressure with unsteady state method |
| CN104101564B (en) * | 2014-07-16 | 2016-08-24 | 西南石油大学 | A kind of method of unstable state High Temperature High Pressure test flow in low permeability core free-boundary problem |
| CN104392131A (en) * | 2014-11-24 | 2015-03-04 | 中国矿业大学 | Calculating method of broken rock seepage field in process of driving sand by water |
| CN105352798A (en) * | 2015-11-06 | 2016-02-24 | 西南交通大学 | Test method for detection of rock mechanical parameters by utilization of rock debris |
| CN105352798B (en) * | 2015-11-06 | 2018-07-20 | 西南交通大学 | A kind of test method detecting rock mechanics parameters using landwaste |
| CN106568622A (en) * | 2016-10-12 | 2017-04-19 | 河海大学 | Test device for positive pressure water saturation of high strength rock sample and use method |
| CN106568622B (en) * | 2016-10-12 | 2019-10-25 | 河海大学 | For the water saturated experimental rig of high-intensitive rock sample positive pressure and application method |
| CN108195689A (en) * | 2018-04-04 | 2018-06-22 | 山西潞安环保能源开发股份有限公司常村煤矿 | A kind of thick cyclinder roadway surrounding rock destroys and supporting analogue experiment method and device |
| CN110186776A (en) * | 2019-05-24 | 2019-08-30 | 太原理工大学 | A kind of multiphase coupled creep loading experimental rig of fragmented rock body and test method |
| CN110940610A (en) * | 2019-11-27 | 2020-03-31 | 山东科技大学 | Broken rock nonlinear seepage test system and method |
| CN111189692A (en) * | 2020-03-13 | 2020-05-22 | 中原工学院 | Long-term strength test system for anchored rock mass based on stress seepage coupling effect |
| CN111811943A (en) * | 2020-06-08 | 2020-10-23 | 山东科技大学 | Pressure maintaining device and experimental method in rock creep impact and microcrack scanning experiment |
| CN111811943B (en) * | 2020-06-08 | 2021-03-30 | 山东科技大学 | Pressure maintaining device and experimental method in rock creep impact and microcrack scanning experiment |
| CN111982779A (en) * | 2020-08-19 | 2020-11-24 | 河海大学 | Test method for simulating seepage deformation of pressure tunnel by hollow cylindrical rock sample |
| CN112362556A (en) * | 2020-11-13 | 2021-02-12 | 重庆大学 | Method for obtaining permeability coefficient continuous function of coal mine mining stable area |
| CN112362556B (en) * | 2020-11-13 | 2024-03-29 | 重庆大学 | Method for obtaining continuous function of permeability coefficient of coal mine mining stable region |
| CN112945743A (en) * | 2021-01-28 | 2021-06-11 | 西南石油大学 | Method for evaluating and preventing creep damage of flow conductivity of gas reservoir artificial crack |
| CN112945743B (en) * | 2021-01-28 | 2021-09-28 | 西南石油大学 | Method for evaluating and preventing creep damage of flow conductivity of gas reservoir artificial crack |
| CN115372148A (en) * | 2022-10-24 | 2022-11-22 | 中国中医科学院望京医院(中国中医科学院骨伤科研究所) | Axial loading device, method and loading system for spine |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN102620996A (en) | Operational method for measuring creep parameters and infiltration parameters of smashed rocks simultaneously | |
| CN107063963B (en) | Device and method for testing micro-crack expansion and seepage characteristics of tight reservoir | |
| CN104897539B (en) | Suitable for the horizontal permeation instrument of soil body horizontal contact surface detrusion | |
| CN102175529A (en) | Creep permeation full-distance coupling test system for broken rock sample | |
| CN107679293B (en) | Method for mutually optimizing indoor mechanical parameters and rolling construction parameters of rock-fill dam | |
| CN109030137A (en) | A kind of experimental provision and method of simulation frozen soil stratum cement sheath consolidation | |
| CN204327082U (en) | A kind of coal measure strata structure large scale fracture seepage physical simulation experimental rig | |
| CN103033458A (en) | Indoor test system and test method for seepage characteristics of jointed rock mass | |
| CN106840977A (en) | Slurry filling imitation device | |
| CN203422307U (en) | Quick testing device for permeability of dense rock | |
| CN106546710B (en) | Test device for measuring self-sealing and healing characteristics of engineering barrier system | |
| CN110806372A (en) | Soil body penetration test device and method under variable stress condition | |
| CN105298488A (en) | Diversion capacity testing method under non-continuous filling mode | |
| CN103149341A (en) | Consolidation and penetration measuring device | |
| CN112540010B (en) | Triaxial test device and test method for soil stress path piping | |
| CN103913409A (en) | Method for measuring gas permeation coefficient of compact rock under three dimensional stress condition | |
| CN106198890A (en) | A kind of indoor grouting simulation test device and using method thereof | |
| CN113030277B (en) | System and method for testing permeability damage and grouting injectability of surrounding rock of water-rich sand layer tunnel | |
| CN110057675A (en) | A kind of soil body disturbed after e-logp ' curve determination method | |
| CN212568764U (en) | Induced grouting experimental model for saturated fine sand layer | |
| CN103558089A (en) | Triaxial rheological experimental device for tailings materials | |
| CN205689204U (en) | Large scale fracture-cavity type carbonate well testing experimental provision | |
| CN201983980U (en) | Broken rock sample creep permeation whole course coupling tester | |
| CN106768153B (en) | A kind of slurry consolidation cubical contraction test device and method of testing | |
| CN110528602A (en) | Earth lateral pressure experiment simulator under diaphram wall difference level of ground water operating condition |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| C10 | Entry into substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| C02 | Deemed withdrawal of patent application after publication (patent law 2001) | ||
| WD01 | Invention patent application deemed withdrawn after publication |
Application publication date: 20120801 |