CN109696324A - The confining pressure experimental provision in situ of Rock And Soil in a kind of drilling of ground - Google Patents
The confining pressure experimental provision in situ of Rock And Soil in a kind of drilling of ground Download PDFInfo
- Publication number
- CN109696324A CN109696324A CN201910075709.0A CN201910075709A CN109696324A CN 109696324 A CN109696324 A CN 109696324A CN 201910075709 A CN201910075709 A CN 201910075709A CN 109696324 A CN109696324 A CN 109696324A
- Authority
- CN
- China
- Prior art keywords
- pressure
- confining pressure
- soil
- hydraulic
- inner tube
- 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
- 239000002689 soil Substances 0.000 title claims abstract description 65
- 239000011435 rock Substances 0.000 title claims abstract description 44
- 238000011065 in-situ storage Methods 0.000 title claims abstract description 21
- 238000005553 drilling Methods 0.000 title claims abstract description 12
- 238000002474 experimental method Methods 0.000 claims abstract description 13
- 238000003825 pressing Methods 0.000 claims abstract description 9
- 230000000694 effects Effects 0.000 claims abstract description 8
- 238000009434 installation Methods 0.000 claims abstract description 4
- 239000003921 oil Substances 0.000 claims description 28
- 239000010720 hydraulic oil Substances 0.000 claims description 13
- 239000012530 fluid Substances 0.000 claims description 9
- 239000007788 liquid Substances 0.000 claims description 6
- 238000005259 measurement Methods 0.000 claims description 5
- 238000007789 sealing Methods 0.000 claims description 3
- 230000006835 compression Effects 0.000 claims 1
- 238000007906 compression Methods 0.000 claims 1
- 238000005070 sampling Methods 0.000 abstract description 5
- 230000006641 stabilisation Effects 0.000 abstract description 3
- 238000011105 stabilization Methods 0.000 abstract description 3
- 238000012360 testing method Methods 0.000 description 18
- 238000013461 design Methods 0.000 description 6
- 238000000034 method Methods 0.000 description 6
- 239000000446 fuel Substances 0.000 description 5
- 238000010586 diagram Methods 0.000 description 3
- 239000003673 groundwater Substances 0.000 description 3
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 3
- 230000006378 damage Effects 0.000 description 2
- 238000002347 injection Methods 0.000 description 2
- 239000007924 injection Substances 0.000 description 2
- 238000011835 investigation Methods 0.000 description 2
- 238000012986 modification Methods 0.000 description 2
- 230000004048 modification Effects 0.000 description 2
- 238000010992 reflux Methods 0.000 description 2
- 238000010008 shearing Methods 0.000 description 2
- CBVWMGCJNPPAAR-HJWRWDBZSA-N (nz)-n-(5-methylheptan-3-ylidene)hydroxylamine Chemical compound CCC(C)C\C(CC)=N/O CBVWMGCJNPPAAR-HJWRWDBZSA-N 0.000 description 1
- 230000015556 catabolic process Effects 0.000 description 1
- 208000002925 dental caries Diseases 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 230000005611 electricity Effects 0.000 description 1
- 238000013467 fragmentation Methods 0.000 description 1
- 238000006062 fragmentation reaction Methods 0.000 description 1
- 239000002828 fuel tank Substances 0.000 description 1
- 238000012613 in situ experiment Methods 0.000 description 1
- 238000002955 isolation Methods 0.000 description 1
- 239000000203 mixture Substances 0.000 description 1
- 238000005086 pumping Methods 0.000 description 1
- 238000004088 simulation Methods 0.000 description 1
- 238000005527 soil sampling Methods 0.000 description 1
- 239000004575 stone Substances 0.000 description 1
- 238000010998 test method Methods 0.000 description 1
Classifications
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N1/00—Sampling; Preparing specimens for investigation
- G01N1/02—Devices for withdrawing samples
- G01N1/04—Devices for withdrawing samples in the solid state, e.g. by cutting
- G01N1/08—Devices for withdrawing samples in the solid state, e.g. by cutting involving an extracting tool, e.g. core bit
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N3/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N3/02—Details
- G01N3/06—Special adaptations of indicating or recording means
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N3/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N3/08—Investigating strength properties of solid materials by application of mechanical stress by applying steady tensile or compressive forces
- G01N3/10—Investigating strength properties of solid materials by application of mechanical stress by applying steady tensile or compressive forces generated by pneumatic or hydraulic pressure
- G01N3/12—Pressure testing
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N2203/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N2203/0014—Type of force applied
- G01N2203/0016—Tensile or compressive
- G01N2203/0019—Compressive
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N2203/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N2203/003—Generation of the force
- G01N2203/0042—Pneumatic or hydraulic means
- G01N2203/0048—Hydraulic means
Landscapes
- Physics & Mathematics (AREA)
- Health & Medical Sciences (AREA)
- Life Sciences & Earth Sciences (AREA)
- Chemical & Material Sciences (AREA)
- Analytical Chemistry (AREA)
- Biochemistry (AREA)
- General Health & Medical Sciences (AREA)
- General Physics & Mathematics (AREA)
- Immunology (AREA)
- Pathology (AREA)
- Investigating Strength Of Materials By Application Of Mechanical Stress (AREA)
- Sampling And Sample Adjustment (AREA)
- Investigation Of Foundation Soil And Reinforcement Of Foundation Soil By Compacting Or Drainage (AREA)
Abstract
The present invention provides the confining pressure experimental provision in situ of Rock And Soil in a kind of drilling of ground, including cylinder type hollow outer tube, one end of the outer tube is external impetus connecting pin and experiment control end, the other end is drill bit, the inner tube for taking soil is installed in the internal activity of the outer tube, the end that said inner tube is located at the drill bit is shoe structure and stretches out outside the outer tube, installation is provided with the hydraulic section of hydraulic power in said inner tube, with the vertical splenium for being driven and being applied to the soil sample of acquisition pressure at right angle by hydraulic section, and apply the confining pressure portion of radial confining pressure power to the soil sample of acquisition.The present invention utilizes the sampling principle of dynamics of soil sampler, using ground power unit, carries out micro-disturbance and takes soil；It carries out applying pressure at right angle and confining pressure using two sets of hydraulic circuits, it can be ensured that the stabilization of load guarantees to greatest extent and improve the precision of experimental data.
Description
Technical field
The present invention relates to building field, in particular to in-situ stress is carried out to Rock And Soil in a kind of geotechnical engineering drilling and is enclosed
The confining pressure experimental provision in situ of Compressive Strength test.
Background technique
Rock mass structure unit is (weak structural face, hard by sillar (blocky, plate, complete or fragmentation), structural plane
Structural plane) and the composition such as charges, due to the inhomogeneities of development and the distribution of various structural planes, its deformation properties is made to compare rock
Stone deformation is much more complex, thus the deformation of rock mass cannot be stated by the deformation of rock, it is necessary to pass through rock mass deformation measuring
It deforms index.Rock mass deformation experiment is to measure rock mass deformation characteristic index under certain load effect or Unloading Effect
And the rock mass field experiment carried out.The deformation modulus, elasticity modulus and deformation coefficient isolith lapicide of rock mass is determined by experiment
Indispensable Mechanics Parameters of Rock Mass in journey.The deformation modulus and elasticity modulus of the available rock mass of the test.
The physical and mechanical parameter of rock mass is basic data, if cannot get exact value, is set to the intensity of any rock mass engineering project
Meter, deformation analysis, stability just accurately cannot be designed and be evaluated, so most of engineering discipline has safety coefficient
To increase safe guarantee.For colliery engineering, it is related to the design basis data of roadway support, clearly measures roadway surrounding rock
Mechanics parameter, to guarantee reasonability, economical cost and the duration of design of its support；Expansion rate, range and the extension of relaxation zone
Rule etc.；Country rock numerical simulation under unloading condition, the mechanics parameter that be also accurately obtained each layer rock mass of country rock can just be managed
The result thought.
Rock And Soil engineering investigation stage of the in-situ test work mainly before structure engineering design carries out, it is necessary to obtain
The physical and mechanical parameter for obtaining ground is supplied to design department as basic data, therefore, it is necessary to accomplish data accurately, reliably, surely
Fixed, the design structure of Cai Huishi design department is safe and reliable, and then ensures the safety of life and property.
Failure mode of the Rock And Soil under external load or Unloading Effect generally breaks bad and tension and destroys, wherein shearing
Destruction is in the great majority.Therefore, the essence of rock mass damage is exactly failure by shear and tension breakdown strength, the in-situ test of rock mass strength
Mainly measure the shearing and tensile strength of rock mass.It is currently used original position ground experiment, can measure rock mass angle of friction c and
Cohesive forceValue, c,Value is the important indicator of rock mass strength, it represents the performance that rock mass resists failure by shear.
Rock mass in-situ test is to prepare the effect of test specimen model engineering at the scene to apply external load to rock mass, and then seek rock mass
The test method of mechanics parameter is one of the important means of geotechnical engineering investigation.The great advantage of rock mass in-situ test is to rock
Body disturbance is small, maintains the natural structure and ambient condition of rock mass as much as possible, keeps the Mechanics Parameters of Rock Mass measured intuitive, quasi-
Really.
Currently, multiple independent equipment are usually used in the in-situ test of Rock And Soil carries out different experiments, then root respectively
Obtain dependence test according to the test data of distinct device as a result, which causes test process cumbersome tediously long, lack realization entirely from
The intelligent test device of dynamicization.
Summary of the invention
The object of the present invention is to provide carry out in-situ stress and the survey of confining pressure intensity to Rock And Soil in a kind of drilling of geotechnical engineering
The confining pressure experimental provision in situ of examination.
Particularly, the present invention provides the confining pressure experimental provision in situ of Rock And Soil in a kind of drilling of ground, including cylindrical empty
One end of heart outer tube, the outer tube is external impetus connecting pin and experiment control end, and the other end is drill bit, in the outer tube
Internal activity is equipped with the inner tube for taking soil, and the end that said inner tube is located at the drill bit is described in shoe structure and stretching
Outside outer tube, installation is provided with the hydraulic section of hydraulic power in said inner tube, and is driven by hydraulic section and applied to the soil sample of acquisition
Add the vertical splenium of pressure at right angle, and applies the confining pressure portion of radial confining pressure power to the soil sample of acquisition.
In an embodiment of the invention, the channel of discharge liquid is provided between said inner tube and outer tube.
In an embodiment of the invention, the vertical splenium is located at said inner tube close to the end of the control unit,
Include two plectanes disposed in parallel and be vertically connected between two plectanes including vertical cylinder pressure and hydraulic stem, the hydraulic stem
One plectane of connecting rod, hydraulic stem is mounted in oil pocket, another plectane is located at outside oil pocket and close to soil sample side, in pressure of hanging down
The end of cylinder is provided with the sealing hole for connecting rod axial movement.
In an embodiment of the invention, first is equipped at said inner tube position corresponding with the hydraulic stem
Touching switch and the second touching switch, the hydraulic stem stops pressing to soil sample when triggering the first touching switch, in triggering the
Stop splenium work of hanging down when two touching switch.
In an embodiment of the invention, what the plectane of the stretching vertical cylinder pressure was contacted with soil sample is equipped with vertical on one side
Pressure sensor.
In an embodiment of the invention, the vertical splenium is when applying pressure at right angle, and sample is every to generate 0.3%~
0.4% axial strain or 0.2mm deformation values survey pressure data of note and axial deformation value；When axial strain is greater than 3%
When, a dynamometer reading and axial deformation are remembered in the every axial strain for generating 0.7%~0.8% of sample or 0.5mm deformation values, survey
Value；When peak value occurs in the vertical pressure sensor reading, it is 15%~20% that vertical pressure, which should continue to axial strain,
In an embodiment of the invention, the confining pressure portion includes the flexibility being movably arranged on said inner tube inner wall
The confining pressure sensor of confining pressure size in confining pressure oil sac, and measurement confining pressure oil sac, confining pressure oil sac is by being arranged in said inner tube inner wall
Interior pipeline is connect with the hydraulic section.
In an embodiment of the invention, the hydraulic section include respectively with the vertical cylinder pressure and the confining pressure oil sac
The vertical pressure chamber and confining pressure chamber of connection, and by fluid pressure line be the vertical pressure chamber and the confining pressure chamber for the hydraulic of hydraulic oil
Pump is separately installed with the multi-way control valve of control hydraulic oil flow direction on the fluid pressure line.
In an embodiment of the invention, rate of straining of the confining pressure oil sac when applying confining pressure be 0.5%~
1.0%.
The present invention utilizes the sampling principle of dynamics of soil sampler, using ground power unit, carries out micro-disturbance and takes soil；Using liquid
Pressure device carries out vertical pressure and horizontal pressure, and experimentation stability and precision can be improved；Sensor pair is utilized using MEMS
Soil sample carries out data test.The present apparatus can be tested below level of ground water, and ensure the experiment of original state Rock And Soil in situ
High precision measurement；During taking soil, using earth's surface and underground combined power, to ensure that the sufficient power of all kinds of soil bodys is taken
Sample；It carries out applying pressure at right angle and confining pressure using two sets of hydraulic circuits, it can be ensured that the stabilization of load guarantees to greatest extent and improves
The precision of experimental data.
Detailed description of the invention
Fig. 1 is the structural schematic diagram of the confining pressure experimental provision in situ of one embodiment of the present invention；
Fig. 2 is the structural schematic diagram of the vertical splenium of one embodiment of the present invention；
Fig. 3 is the fluid pressure line schematic diagram of the confining pressure experimental provision in situ of one embodiment of the present invention.
Specific embodiment
As shown in Figure 1, 2, one embodiment of the present invention discloses the confining pressure in situ experiment of Rock And Soil in a kind of drilling of ground
Device generally comprises cylinder type hollow outer tube 10, and is mounted on the inner tube 20 that soil sampling is used for inside outer tube 10, and inner tube 20 is opposite
Outer tube may be implemented to move axially.
One end of outer tube 10 is the external impetus connecting pin 11 for connecting external impetus, and control sampling and the control of test process
End 12 processed, the other end of outer tube 10 are the drill bit 13 convenient for piercing underground, and the end that inner tube 20 is located at drill bit 13 is shoe
Outside 21 structures and stretching outer tube 10, the hydraulic section for being provided with hydraulic power is installed in inner tube 20 in one end of control terminal 12
30, and by the driving of hydraulic section 30 and to the vertical splenium 40 of the soil sample of acquisition application pressure at right angle, and be arranged in inner tube 20
Portion under the driving of hydraulic section 30 to the soil sample of acquisition to apply the confining pressure portion 50 of lateral confining pressure.
At work, the soil sample of acquisition is made to enter inner tube 20 the lower position to sampling of outer tube 10 by external impetus
Interior, external impetus can be the drilling rod connected by external impetus connecting pin 11 here.Then it is controlled by hydraulic section 30 hydraulic
Oil synchronizes pressure to vertical splenium 40 and confining pressure portion 50, answers vertical splenium 40 and confining pressure portion 50 (soil sample continu to press
Power), to measure the adaptability to changes of soil sample.Then while keeping confining pressure to soil sample, hydraulic section 30 drives right to vertical splenium 40 again
Soil sample applies pressure at right angle, to complete confining pressure experiment.Then the hydraulic oil reflux of confining pressure portion 50 and vertical splenium 40 is successively controlled again,
It will entirely experimental provision in situ bring to ground eventually by external impetus.
Entire test process is controlled by control terminal 12, the meter of the driving process including hydraulic section and hang down pressure, confining pressure power
Calculate, the control terminal 12 in present embodiment uses MEMS (MEMS), because function small in size is complete, thus it is mountable in situ
On experimental provision, achievees the effect that real-time measurement and calculate in real time.
When the place shallow for some underground water is sampled, discharge liquid can be set between inner tube 20 and outer tube 10
Channel 14, the underground water into inner tube 20 can be expelled to outside inner tube under the pressure of internal soil sample by channel 14.Here
Channel 14, which can be to be arranged in inner tube 20, is connected to the inside and outside channel of inner tube 20, be also possible to inner tube 20 and outer tube 10 it
Between gap.
Specifically vertical splenium 40 is mounted on inner tube 20 close to the end of 12 one end of control unit, is close to hydraulic section 30, including one
It is a to be fixed on the vertical cylinder pressure 41 that hydraulic oil is accommodated on 20 tube wall of inner tube, and the flexible hydraulic stem by hydraulic control in vertical cylinder pressure 41
42, hydraulic stem 42 includes two the first plectanes 421 disposed in parallel and the second plectane 422, and is vertically connected on the first plectane
421 and the second connecting rod 423 between plectane 422, the first plectane 421 is mounted in vertical cylinder pressure 41 and its diameter and vertical cylinder pressure 41
Internal diameter it is identical, it is outer and close to soil sample side, the diameter and inner tube 20 of the second plectane 422 that the second plectane 422 is located at the cylinder pressure 41 of hanging down
Internal diameter it is identical, the first plectane 421 hang down cylinder pressure 41 in realize hang down cylinder pressure 41 inside seal isolation, will be divided into vertical cylinder pressure 41
First, which hangs down, presses chamber 411 and the second vertical pressure chamber 412, and the first plectane 421 can press in chamber 412 with the first vertical pressure chamber 411 and second are vertical
The hydraulic oil variation is lower to drive the second plectane 422 to move in inner tube 20, and connecting rod 423 is then by being arranged on vertical cylinder pressure 41
Sealing hole realize axial movement, to avoid in vertical cylinder pressure 41 hydraulic oil leak out.
When hydraulic section 30 hangs down to first presses oiling in chamber 411, the first plectane 421 will push to the second vertical pressure 412 side of chamber
To movement, while the second plectane 422 can apply stress to soil sample.When second plectane 422 bounces back, hydraulic section 30 hangs down to second presses chamber
Oiling pushes the first plectane 421 to hang down to first and presses 411 direction of chamber mobile, the second plectane 422 can be made to return to original position in 412.
It is applied to the pressure size in soil sample for convenience of the second plectane 422 is obtained, can be connect in the second plectane 422 with soil sample
The one side of touching installs the pressure sensor 43 that hangs down.
Specific confining pressure portion 50 includes being movably arranged on the confining pressure oil sac 51 of inner tube 20 radially, settable on inner pipe interior
For recessed annular groove to accommodate confining pressure oil sac 51, confining pressure oil sac 51 is that flexible pouch is maintained at annular groove in non-fluid injection pressure oil
It is interior, when confining pressure chamber is to its internal fluid injection pressure oil, can heave, it, can be in after heaving since outside is stopped by inner tube
To soil sample is squeezed, to form confining pressure.The pipeline that confining pressure chamber is connect with confining pressure oil sac is arranged in the inner wall of inner tube 20, to avoid
Influence the movement of inner tube.
Specific hydraulic section 30 includes the vertical pressure chamber 31 and confining pressure chamber 32 connecting respectively with vertical cylinder pressure 41 and confining pressure cylinder 51, with
And by fluid pressure line 33 be hang down pressure chamber 31 and confining pressure chamber 32 for hydraulic pump A, B of hydraulic oil, pacify respectively on fluid pressure line 33
Multi-way control valve equipped with control hydraulic oil flow direction.It hangs down and presses chamber 31 and confining pressure chamber 32 that can distinguish under the control of hydraulic pump A, B
Independent to realize that hydraulic fuel feeding, hydraulic pump A, B close for the different pump group of two flows, two hydraulic pumps pass through to vertical 31 He of pressure chamber
The fuel delivery variation of two cavitys, controls corresponding first plectane 421, the second plectane 422 and confining pressure oil sac 51 in confining pressure chamber 32
It is mobile.The multi-way control valve of present embodiment is solenoid valve.
In addition, to determine working condition of the vertical splenium 40 in pressure, it can be in the position corresponding with hydraulic stem 42 of inner tube 20
Place's installation the first touching switch KT1 and the second touching switch KT2 is set, hydraulic stem 42 stops when triggering the first touching switch KT1
Stop the work of entire vertical splenium when pressing to soil sample, and triggering the second touching switch KT2 in backhaul.
Illustrate the test process of vertical splenium 40 and confining pressure portion 50 with specific embodiment below, as shown in Figure 3；
One, experimental provision in situ is driven to take soil in deep hole by external impetus (drilling rod outside hole).It, can be by hole during taking soil
Outer drilling rod applies pressure at right angle to outer tube and takes soil, and drilling rod drives the drill bit of outer tube to carry out rotary cutting outside hole, on stratum
Soil is punched and takes, and the shoe of bottom of inner tube is conducive to inner tube and enters stratum, can stop taking native mistake when soil sample is full of in inner tube
Journey；
If two, encountering the low situation of level of ground water, can will be entered in inner tube by the channel between outer tube and inner tube
Underground water is discharged to the outside of outer tube；
Three, for the soil sample of taking-up, the thickness of disturbed soil is conceded, according to requirement of experiment, confining pressure pressure is applied to soil sample
To σ3, the hydraulic system starting of pressure of hanging down at this time chamber, hydraulic pump A starting, the YT1 in F1 (valve 1) obtains electric, and the YT5 in F4 (valve 4) is obtained
Electricity, hydraulic pump A give confining pressure oil sac and pressure at right angle oil supply cylinder simultaneously.
Four, when confining pressure oil sac touches soil sample, pressure is gradually risen, when raised pressure to pressure regulator valve set pressure σ3
When, YT1 power-off, F1 sets middle position, and hydraulic pump A only gives vertical cylinder pressure fuel feeding；Confining pressure chamber starting simultaneously, hydraulic pump B starting, the YT3 of F2
It is electric, the YT4 of F3 obtains electric, and hydraulic pump B is confining pressure oil sac fuel feeding, keeps small flowing pressure, guarantees that confining pressure pressure is stablized in σ3。
Five, F4 keeps YT5 to obtain electric, and hydraulic pump A continues fuel feeding, pushes cylinder pressure movement of hanging down, continues to pressure at right angle, stroke
Switch KT1 and KT2 are suitably distant from (related with specimen height), vertical to press when travel switch KT2 is set in the operation of the second plectane
Power application movement terminates, and experimental test terminates.
Six, at this point, YT5 power loss, YT6 obtains electric, and cylinder pressure backhaul of hanging down, after touching KT1, YT6 power loss, vertical cylinder pressure is kept in the center.
The YT3 power loss of F2 simultaneously, the oil in hydraulic pump B are returned directly to fuel tank, and confining pressure oil sac loses hydraulic oil supply, and confining pressure oil sac is received
Contracting, hydraulic oil reflux oil-feed tank, then termination of pumping are shut down.
Seven, during the experiment, pressure and strain data are acquired simultaneously using control terminal (MEMS)；Applying confining pressure pressure
When, strain rate is preferably strain 0.5%~1.0% per minute；When applying pressure at right angle, the every generation 0.3%~0.4% of sample
Pressure data of note and axial deformation value are surveyed in axial strain (or 0.2mm deformation values)；When axial strain is greater than 3%, sample
The axial strain (or 0.5mm deformation values) of every generation 0.7%~0.8% surveys and remembers a dynamometer reading and axial deformation value；When
When peak value occurs in dynamometer reading, it is 15%~20% that vertical pressure, which should continue to axial strain,.
Eight, mohr circle of stress curve is obtained according to the load-deformation curve of the Rock And Soil of each soil layer, deformation-time graph,
Cohesive strength, internal friction angle, Shear Strength Index is calculated；It is described to obtain tensile strength result.
The present invention utilizes the sampling principle of dynamics of soil sampler, using ground power unit, carries out micro-disturbance and takes soil；Using liquid
Pressure device carries out vertical pressure and horizontal pressure, and experimentation stability and precision can be improved；Sensor pair is utilized using MEMS
Soil sample carries out data test.The present apparatus can be tested below level of ground water, and ensure the experiment of original state Rock And Soil in situ
High precision measurement；During taking soil, using earth's surface and underground combined power, to ensure that the sufficient power of all kinds of soil bodys is taken
Sample；It carries out applying pressure at right angle and confining pressure using two sets of hydraulic circuits, it can be ensured that the stabilization of load guarantees to greatest extent and improves
The precision of experimental data.
So far, although those skilled in the art will appreciate that present invention has been shown and described in detail herein multiple shows
Example property embodiment still without departing from the spirit and scope of the present invention, still can according to the present disclosure directly
Determine or deduce out many other variations or modifications consistent with the principles of the invention.Therefore, the scope of the present invention is understood that and recognizes
It is set to and covers all such other variations or modifications.
Claims (9)
1. the confining pressure experimental provision in situ of Rock And Soil in a kind of ground drilling, including cylinder type hollow outer tube, which is characterized in that institute
The one end for stating outer tube is external impetus connecting pin and experiment control end, and the other end is drill bit, in the internal activity of the outer tube
Inner tube for taking soil is installed, the end that said inner tube is located at the drill bit is shoe structure and stretches out outside the outer tube,
Installation is provided with the hydraulic section of hydraulic power in said inner tube, and is driven by hydraulic section and apply vertical pressure to the soil sample of acquisition
The vertical splenium of power, and apply the confining pressure portion of radial confining pressure power to the soil sample of acquisition.
2. original position experimental provision according to claim 1, which is characterized in that
The channel of discharge liquid is provided between said inner tube and outer tube.
3. original position experimental provision according to claim 1, which is characterized in that
The vertical splenium is located at said inner tube close to the end of the control unit, including hang down cylinder pressure and hydraulic stem, the hydraulic stem
Including two plectanes disposed in parallel and the connecting rod being vertically connected between two plectanes, a plectane of hydraulic stem is mounted on
In oil pocket, it is outer and close to soil sample side that another plectane is located at oil pocket, is provided with for pitman shaft in the end for the cylinder pressure that hangs down to shifting
Dynamic sealing hole.
4. original position experimental provision according to claim 3, which is characterized in that
The first touching switch and the second touching switch, the liquid are installed at said inner tube position corresponding with the hydraulic stem
Compression bar stops pressing to soil sample when triggering the first touching switch, stops splenium work of hanging down when triggering the second touching switch.
5. original position experimental provision according to claim 3, which is characterized in that
That stretches out that the plectane of the vertical cylinder pressure contacts with soil sample is equipped with vertical pressure sensor on one side.
6. original position experimental provision according to claim 5, which is characterized in that
The vertical splenium is when applying pressure at right angle, the every axial strain for generating 0.3%~0.4% of sample or 0.2mm deformation values,
Survey pressure data of note and axial deformation value；When axial strain is greater than 3%, the axial direction of the every generation 0.7%~0.8% of sample
Strain or 0.5mm deformation values are surveyed and remember a dynamometer reading and axial deformation value；When peak value occurs in the vertical pressure sensor reading
When, it is 15%~20% that vertical pressure, which should continue to axial strain,.
7. original position experimental provision according to claim 3, which is characterized in that
The confining pressure portion includes the flexible confining pressure oil sac being movably arranged on said inner tube inner wall, and confining pressure in measurement confining pressure oil sac
The confining pressure sensor of size, confining pressure oil sac pass through the pipeline being arranged in said inner tube inner wall and connect with the hydraulic section.
8. original position experimental provision according to claim 7, which is characterized in that
The hydraulic section includes the vertical pressure chamber and confining pressure chamber connecting respectively with the vertical cylinder pressure and the confining pressure oil sac, and is passed through
Fluid pressure line is the vertical pressure chamber and the confining pressure chamber for the hydraulic pump of hydraulic oil, and control is separately installed on the fluid pressure line
The multi-way control valve of hydraulic oil flow direction processed.
9. original position experimental provision according to claim 8, which is characterized in that
Rate of straining of the confining pressure oil sac when applying confining pressure is 0.5%~1.0%.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201910075709.0A CN109696324A (en) | 2019-01-25 | 2019-01-25 | The confining pressure experimental provision in situ of Rock And Soil in a kind of drilling of ground |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201910075709.0A CN109696324A (en) | 2019-01-25 | 2019-01-25 | The confining pressure experimental provision in situ of Rock And Soil in a kind of drilling of ground |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN109696324A true CN109696324A (en) | 2019-04-30 |
Family
ID=66234410
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201910075709.0A Pending CN109696324A (en) | 2019-01-25 | 2019-01-25 | The confining pressure experimental provision in situ of Rock And Soil in a kind of drilling of ground |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN109696324A (en) |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110185383A (en) * | 2019-06-14 | 2019-08-30 | 中国科学院武汉岩土力学研究所 | A kind of small indoor drilling parameter device for quick collecting |
| CN110907079A (en) * | 2019-11-18 | 2020-03-24 | 中国矿业大学(北京) | Dynamic monitoring system and method for mining stress |
| US20220178903A1 (en) * | 2020-11-11 | 2022-06-09 | Terracon Consultants, Inc. | System and method for environmental sampling and analysis |
-
2019
- 2019-01-25 CN CN201910075709.0A patent/CN109696324A/en active Pending
Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110185383A (en) * | 2019-06-14 | 2019-08-30 | 中国科学院武汉岩土力学研究所 | A kind of small indoor drilling parameter device for quick collecting |
| CN110185383B (en) * | 2019-06-14 | 2024-05-03 | 中国科学院武汉岩土力学研究所 | Small-size indoor drilling parameter rapid acquisition device |
| CN110907079A (en) * | 2019-11-18 | 2020-03-24 | 中国矿业大学(北京) | Dynamic monitoring system and method for mining stress |
| CN110907079B (en) * | 2019-11-18 | 2020-10-09 | 中国矿业大学(北京) | Dynamic monitoring system and method for mining stress |
| US20220178903A1 (en) * | 2020-11-11 | 2022-06-09 | Terracon Consultants, Inc. | System and method for environmental sampling and analysis |
| US11761942B2 (en) * | 2020-11-11 | 2023-09-19 | Terracon Consultants, Inc. | System and method for environmental sampling and analysis |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN108801799B (en) | Rock fracturing physical simulation system and test method | |
| CN109596438A (en) | The experimental provision in situ of Rock And Soil in a kind of drilling of ground | |
| CN108798660B (en) | Stress measuring device by hydraulic fracturing method | |
| EP2852825B1 (en) | A method and apparatus for automatically testing high pressure and high temperature sedimentation of slurries | |
| CN109696324A (en) | The confining pressure experimental provision in situ of Rock And Soil in a kind of drilling of ground | |
| CN103075147A (en) | Underground environment simulation device and method | |
| CN209460105U (en) | A kind of visualization based on nuclear magnetic resonance rock core imbibition experimental provision with pressure | |
| CN202596725U (en) | Sampler for stratum test | |
| CN202451142U (en) | Subsurface environment simulator | |
| CN109580375A (en) | A kind of earth's surface original position ground triaxial compressions test device | |
| EA011817B1 (en) | Downhole uses of piezoelectric motors | |
| CN102735548A (en) | Multifunctional true triaxial flow solid coupling test system | |
| CN108571313A (en) | A kind of down-hole casing deformation simulator and method | |
| CN209385105U (en) | Bored well performance experimental provision after a kind of simulation shale gas well pressure | |
| US7624630B2 (en) | Testing method and apparatus ground liquefaction and dynamic characteristics in original position utilizing boring hole | |
| CN102373919B (en) | Experimental apparatus for evaluating coalbed methane cave well completion | |
| CN102735549A (en) | Multifunctional true triaxial flow solid coupling pressure chamber | |
| CN207647494U (en) | A kind of twin packer layering water plug | |
| CN103592205B (en) | Device and method for testing diffusion coefficient of chemical potential in mudstone | |
| CN103927913B (en) | A kind of deep formation environment carbon dioxide geological stores experimental system for simulating | |
| CN107727530A (en) | Based on the whole airtight instrument for measuring gas content of integration of temperature and pressure backtracking principle and application | |
| CN109580281A (en) | Earth's surface original position ground shear test apparatus | |
| CN105699202B (en) | A kind of hydraulic device measuring Mechanics Parameters of Rock Mass | |
| CN113295540A (en) | Triaxial test device containing natural gas hydrate sediment | |
| CN108196002B (en) | Performance evaluation device and test method for temporary plugging steering fluid for fracture acidizing |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| TA01 | Transfer of patent application right | ||
| TA01 | Transfer of patent application right |
Effective date of registration: 20210831 Address after: Room 303, unit 4, floor 4, meiheyuan East District, Haidian District, Beijing 100089 Applicant after: Meng Da Address before: 100124 room 1701-1703, No. 37, nanmofang Road, Chaoyang District, Beijing Applicant before: BEIJING LEIYUDA TECHNOLOGY Co.,Ltd. |
|
| WD01 | Invention patent application deemed withdrawn after publication | ||
| WD01 | Invention patent application deemed withdrawn after publication |
Application publication date: 20190430 |