CN106353357A - Device and method for monitoring micro structure changes of sand soil medium under seepage effect - Google Patents
Device and method for monitoring micro structure changes of sand soil medium under seepage effect Download PDFInfo
- Publication number
- CN106353357A CN106353357A CN201610979344.0A CN201610979344A CN106353357A CN 106353357 A CN106353357 A CN 106353357A CN 201610979344 A CN201610979344 A CN 201610979344A CN 106353357 A CN106353357 A CN 106353357A
- Authority
- CN
- China
- Prior art keywords
- sample
- soil medium
- sandy soil
- under
- magnetic resonance
- 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.)
- Granted
Links
Classifications
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N24/00—Investigating or analyzing materials by the use of nuclear magnetic resonance, electron paramagnetic resonance or other spin effects
- G01N24/08—Investigating or analyzing materials by the use of nuclear magnetic resonance, electron paramagnetic resonance or other spin effects by using nuclear magnetic resonance
- G01N24/081—Making measurements of geologic samples, e.g. measurements of moisture, pH, porosity, permeability, tortuosity or viscosity
Abstract
The invention discloses a device for monitoring micro structure changes of a sand soil medium under a seepage effect. The device comprises a nuclear magnetic resonance analysis and imaging system and a seepage system, wherein the seepage system comprises a water tank, a test fixing device, a sample filling device, piezometric tubes and a measuring cylinder; the sample filling device is fixed in the nuclear magnetic resonance analysis and imaging system, one end is connected with the water tank, and the other end is connected with a collecting device; the water tank is fixed at a high place; and the piezometric tubes are arranged at both ends of the sample filling device. The invention also discloses a monitoring method. The monitoring method comprises the following steps: gradually changing the height of the water tank, applying a CPMG (Carr-Purcell-Meiboom-Gill) signal to a sample, obtaining a sample T2 spectrum according to the nuclear magnetic resonance analytic system, and calculating the initial physical property of the sample according to the T2 spectrum; and scanning the internal cross section of the sample through the nuclear magnetic resonance imaging system to obtain a photo of the internal initial cross section of the sand soil medium. By using the monitoring device, no movement of the sample occurs in the seepage and monitoring processes, and the device does not need to be disassembled repeatedly, thus completely realizing nondestructive real-time detection and achieving the advantages of convenience and reliability.
Description
Technical field
The invention belongs to Geotechnical Engineering, hydraulic engineering technical field and in particular under a kind of seepage effect sandy soil medium thin
See the monitoring device of structure change, further relate to its monitoring method.
Background technology
Sandy soil medium material is widely distributed in nature, and is used as geomaterial, such as foundation material by a large amount of
Material, dam dam shell material and side slope material.Research shows that the geotechnical structure being made up of sandy soil medium material often occurs seepage failure
, thus there is the geological disasters such as foundation instability, Slope Sliding in (stream soil, piping and granule water erosion etc.).For prevention suchly
The generation of matter disaster, need to understand the situation of change of sandy soil medium material structure under seepage effect, thus propose corresponding prevention arranging
Apply.
Research to monitoring sandy soil medium material structure change mostly is macroscopic view test and numerical experiments.Macroscopic view test is many
For sand material direct shear test and basic seepage tests etc., the change of the macroparameter such as the monitoring coefficient of viscosity, infiltration coefficient.And lead to
Cross the situation of change that these macroparameters reflect structure under seepage effect for the sandy soil medium material.But macroscopic view test is mostly not
Can accomplish in real time, the structure change of non-destructive monitoring sandy soil medium, and microscopic structural parameters (pore size distribution, Free water with
The proportionate relationship of irreducible water , pore communication etc.) compare macrostructure parameter and can more preferably reflect sandy soil medium material seepage flow
Structure under effectSituation of change.Though numerical experiments can simulate the situation of change of sandy soil medium structure very well, but has
A little structure change situations simultaneously do not meet actual tests change.It is therefore desirable to there is one kind can real-time, non-destructive monitoring sandy soil medium
The thin method seeing change, sandy soil medium seepage erosion degree under prediction seepage effect.
Content of the invention
It is an object of the invention to provide the monitoring device that under a kind of seepage effect, sandy soil medium microscopical structure changes.
It is a further object of the present invention to provide using the monitoring method of said apparatus, solving existing monitoring method can not enter
Row is real-time, the problem of non-destructive monitoring sandy soil medium microscopical structure change.
The technical solution adopted in the present invention is that the monitoring of sandy soil medium microscopical structure change under a kind of seepage effect fills
Put, including nuclear magnetic resonance spectroscopy and imaging system and osmotic system, osmotic system includes water tank, test fixtures, sample are filled out
Fill put, pressure-measuring pipe and graduated cylinder；Sample filling device is fixed on the signal acquiring system of nuclear magnetic resonance spectroscopy and imaging system
Interior, one end is connected with outside water tank, and the other end is connected with outside collection device；Water tank is fixed on by test fixtures
Eminence, sample filling device two ends are provided with pressure-measuring pipe.
The feature of the present invention also resides in:
Test fixtures have the structure of Adjustable water tank height.
Setting dividing plate inside water tank.
The water inlet of sample filling device and outlet are provided with filtration gauze.
It is provided with the fixing plate clamp for fixing sample filling device in nuclear magnetic resonance spectroscopy and imaging system.
Another technical scheme of the present invention is, the prison of sandy soil medium microscopical structure change under a kind of seepage effect
Survey method, using above-mentioned detection device, comprises the following steps:
Step 1, test prepares
Sandy soil medium is inserted sample filling device by soil test, sample filling device connects water tank, graduated cylinder and pressure measurement
Pipe, after water flowing aerofluxuss puts into sample filling device in NMR signal acquisition system；Hydraulic slope is applied extremely to sample
Sample is in fully saturated state；
Step 2, tests sandy soil medium initiating structure characteristic
Sample is applied with cpmg (can exclude the pulse train of magnetic field homogeneity interference) signal, according to nuclear magnetic resonance spectroscopy system
System can get sample t2Spectrum (spin relaxation time), according to t2Spectrum calculates the initial physical property of sample；Using NMR (Nuclear Magnetic Resonance)-imaging
The internal each section of system scanned sample, obtains the internal initial cross-section image of sandy soil medium；
Step 3, the architectural characteristic under test sandy soil medium difference hydraulic slope
Improve tank height successively by certain gradient, to obtain the hydraulic slope being gradually increased, and apply hydraulic slope
After same time, sample is applied again with cpmg signal and the internal each section of scanned sample, thus obtaining different hydraulic slopes
The architectural characteristic of lower sandy soil medium；
Step 4, the architectural characteristic of test sandy soil medium maximum hydraulic slope
Under maximum hydraulic slope, under the different time, cpmg signal and nuclear magnetic resonance imaging system are applied to sample
Scanned sample inner section, obtains the architectural characteristic of different time sections sandy soil medium under this hydraulic slope；
Step 5, the test data that analytical procedure 2-4 obtains, obtain microscopical structure under sandy soil medium difference hydraulic slope
Situation of change.
The invention has the beneficial effects as follows, the monitoring device of the present invention by means of the advantage of nuclear magnetic resonance, NMR, can quick, lossless monitoring
Survey porous media hole information, and see angle from thin, obtain sandy soil medium distribution of pores, connectedness, internal interface hole
The rill evolution such as gap distribution, compare the flow event that macroscopic perspective more rationally discloses sandy soil medium.This monitoring device makes seepage flow fill
Put fusion inside monitoring device, during seepage flow and monitoring, sample does not occur any movement it is not necessary to provision for disengagement repeatedly, can
Fully achieve lossless real-time detection.Under different operating modes, the continuous information measuring sample, has convenience, reliable advantage.
Brief description
Fig. 1 is the structural representation of monitoring device of the present invention；
Fig. 2 is the flow chart of monitoring method of the present invention；
Fig. 3 is distribution of pores under embodiment sand mixture difference hydraulic slope；
Fig. 4 is distribution of pores under the same hydraulic slope of embodiment sand mixture；
Fig. 5 is embodiment sand mixture different time sections sand mixture distribution of pores under maximum hydraulic slope；
Fig. 6 is the relation of embodiment sand mixture total pore space, free water voids and permeability；
Fig. 7 is embodiment sand mixture total pore space and free water voids changes over relation.
In figure, 1. water tank, 2. sender unit, 3. gradient device, 4. attemperating unit, 5. water pipe, 6. pressure-measuring pipe, 7. core
Magnetic resonance analysis and imaging system, 8. NMR signal acquisition system, 9. sample filling device, 10. graduated cylinder.
Specific embodiment
The present invention is described in further detail with reference to the accompanying drawings and detailed description, but the present invention is not limited to
These embodiments.
, as shown in figure 1, including nuclear magnetic resonance spectroscopy and imaging system and osmotic system, nuclear-magnetism is common for the monitoring device of the present invention
Vibration analysis and imaging system 7 include NMR signal acquisition system 8, gradient device 3, attemperating unit 4 and signal transmitting dress
Put 2, osmotic system includes water tank 1, test fixtures, sample filling device 9, pressure-measuring pipe 6 and graduated cylinder 10.Sample filling dress
Put 9 to be located in NMR signal acquisition system 8, and in NMR signal acquisition system, have fixing device to ensure sample filling
Device is not moved, and one end is connected with the water tank 1 outside NMR system by flexible pipe 5, the other end pass through flexible pipe with
Graduated cylinder 10 outside NMR system connects.Water tank 1 is fixed on eminence by test fixtures, and current are filled from sample
Device 9 one end flows into, and the current flowing out from the sample filling device other end enter graduated cylinder.Pressure-measuring pipe 6 is arranged at sample filling dress
Put two ends, for detecting water inlet pipe and water outlet pipe pressure change.Test fixtures can require freely to adjust height according to hydraulic slope, makes
Obtaining water tank provides the satisfactory water yield.Water tank internal partition can guarantee that water tank relative to constant level.Sample filling device 9 is fixing
Implement online non-destructive monitoring in this device, should be noted the problems such as seepage, test early stage aerofluxuss and sample filling device move.This
Device intake-outlet and fill area adopt screw thread and special valve rubber (barrier performance is preferable) to connect, and prevent sample filling device from leaking
Water, and threaded be conducive to test filling.This device as test early stage aerofluxuss, solves pressure-measuring pipe test early stage aerofluxuss and asks
Topic.It is not moved for ensureing that sample filling device monitors process again, be provided with before and after sample filling device for fixing filling
The fixing device of device, fixing device is the strap of 2 machine glass materials, clamps NMR signal using strap
Acquisition system, props up filling device using in front and back's clamping plate so as to fix.During guarantee test, sand exists because washing away silting
The intake-outlet of sample filling device and flexible pipe, intake-outlet is provided with filtration gauze.
The method monitoring sandy soil medium microscopical structure change under seepage effect using said apparatus is as shown in Figure 2:
Step 1, test prepares
Using 70% sand, 30% clay sand mixture as sample, sample is inserted sample by soil test and fills out
Fill and put, sample filling device connects water tank, graduated cylinder and pressure-measuring pipe, after water flowing aerofluxuss, sample filling device is put into nuclear-magnetism altogether
Shake in signal acquiring system.Sample is applied with the hydraulic slope of 0-1.5, more than water flowing 4h allows sample be in fully saturated state
(small hydro gradient is unlikely to change sandy soil medium property).
Step 2, tests sandy soil medium initiating structure characteristic
Then cpmg signal is applied to sample, can be obtained according to size nuclear magnetic resonance spectroscopy system in mesomr23-060h-i
To sample t2Spectrum, sample t2Spectrum is similar to sample distribution of pores, and t2 value and pore diameter have a following relation:
R=ct2
Wherein r is pore diameter；C is conversion coefficient (um/ms), can be recorded by constant speed Mercury injection test.
Further according to t2Spectrum calculates other physical propertys of sample, and porosity, nmr permeability and free water content etc. are believed
Breath.
Recycle size nuclear magnetic resonance imaging system scanned sample inner section in mesomr23-060h-i, obtain sand
Media interior section is imaged.The architectural characteristic of initial time sandy soil medium is obtained with this.
Step 3, the architectural characteristic under test sandy soil medium difference hydraulic slope
Improve tank height successively by certain gradient, to obtain the hydraulic slope being gradually increased, and apply hydraulic slope
After same time, sample is applied again with cpmg signal and scanned sample inner section, thus obtaining under different hydraulic slopes
The architectural characteristic of sandy soil medium.
Step 4, the architectural characteristic of test sandy soil medium maximum hydraulic slope
Under maximum hydraulic slope, under the different time, cpmg signal is applied to sample and nuclear magnetic resonance imaging system is swept
Retouch sample inner section, obtain the architectural characteristic of different time sections sandy soil medium under this hydraulic slope.
Step 5, the test data that analytical procedure 2-4 obtains, obtain microscopical structure under sandy soil medium difference hydraulic slope
Situation of change.
This device main advantage is embodied in it is not necessary to provision for disengagement repeatedly, and seepage apparatus can be made to be fused into monitoring device
During one device, seepage flow and monitoring there is not any movement in sample, can be completely achieved lossless real-time detection.
Monitor to illustrate that apparatus and method of the present invention is capable of real non-destructive, carry out following experiment.
Choose the common sand mixture of nature, according to Compaction test, sample is reinvented in preparation.For ensureing to reinvent examination
The property of sample close to original state sand mixing volume property, the content ratio of sandstone cannot be changed during the sample of making, level is joined etc. other
Property, maintenance 28 days after making, it is converted into probability with reference to water to improve Free water in manipulated soil, allow the intensity reinventing sand
Close to original state sand.Wherein sand and clay part by weight are 7:3, and clay diameter range is 0-2.25mm, sand diameter range
For 1-2.5mm.Specimen height is 55mm, diameter 45mm, and sample quantities are 6.6 samples are carried out with parallel test, contrasts 6 groups
Result of the test, chooses most representative battery of tests data and is analyzed.
In mesomr23-060h-i, size nuclear magnetic resonance spectroscopy and imaging system parameters are: (90 pulse centers are to echo for te
The time interval at center)=0.6ms, tw (repeated sampling waiting time)=4s, echo numbers (180 degree radio-frequency pulse
Number)=8000, scanning numbers (scanning times)=64, instrument internal system temperature stablizes 32 DEG C.Imaging slies
Width (choosing is thick layer by layer)=3mm.
In this experiment, the water inlet of sample filling device and a diameter of 4mm of outlet, the high 50mm in sample fill area, diameter
45mm.The fixed structure main body of test fixtures is in terrace edge shape, high 2.9m, upper long 0.6m, lower long 2.1m, wide 1.5m, left
Side has a staircase to be used for overhauling, and fixed structure body top is fixed with the pulley for regulating tank height, the heavy upper limit of pulley
For 1.5t.Tank size is 300 × 300 × 300mm, and the water inlet of water tank is located at water tank right flank bottom, and outlet is located at water
Bottom face middle part, the fixed level outlet for providing hydraulic slope to sample is located at water tank left surface away from bottom surface
203mm, water inlet and outlet diameter 12mm.Water tank adjustable-height is 0.9m-2.6m.
By test procedure of the present invention, sample is applied with 10,15,18,20 and 23 hydraulic slopes, under the different hydraulic slope of measurement
Sandy soil medium material microscopical structure.It is under 23 in hydraulic slope, under measurement 15min, 60min, 90min, 150min and 180min
Sandy soil medium material microscopical structure.
Experimental result is as follows.
Fig. 3 is distribution of pores under sand mixture difference hydraulic slope, sand mixture t as shown in Figure 32Spectrum presence three
Peak, left forward represents micro-pore, and centre forward represents intermediate pore, and right forward represents macrovoid and crack.Understand that sandy soil medium hole is sent out
Educate good, there is large quantity micropore gap and intermediate pore, and pore communication is preferable.Increase with hydraulic slope, peak area increases
Greatly, peak pushes away to the right.Understanding that each porosity type volume has to a certain degree increases, and pore diameter becomes and improves with connectedness greatly, and sand
Soil-structure interactions granule cohesive strength declines.
Fig. 4 is sand mixture in the case that hydraulic slope is equal to 23, different time sections sand mixture distribution of pores.
Know that pore volume and hole quantity increase over time and increases by Fig. 4, and the time be more long more obvious, macrovoid substantially becomes many,
And pore diameter becomes big (t2Value moves to right).
In flow event, water pressure expands hole, makes number of pores quantitative change many and pore volume becomes big, lead to porosity communication
Property improves and media particle cohesive strength diminishes.Under larger hydraulic slope, the time is longer, and crack in sandy soil medium, little
Grain washes away the phenomenons such as hole.
Table 1 sand mixture flow event carefully sees situation of change
Table 1 is total pore space, free water voids and permeability variation situation in sand mixture flow event.Total as seen from table
Hole, free water voids and permeability have certain growth.
Fig. 5 is the relation of sand mixture total pore space, free water voids and permeability.From table 1 and Fig. 5: hole and
There is exponential relationship in medium permeability, increase in low hole stage permeability relatively slow, increase permeability rate of rise with hole
Increase.And the impact to permeability of free water voids is bigger than with reference to water.Fig. 6 be sand mixture total pore space and free water voids with
Time-varying relationship.Under seepage effect 180min, total pore space and free water voids increase less, but permeability increases substantially.
From the foregoing, it will be observed that sand mixture hole increasing number under seepage effect, and pore diameter and volume become big, lead to
Mixture pore communication improves, and seepage channel becomes cohesive strength between many and mixture granule and diminishes, thus permeability rise with
And granule is dragged, accelerate the seepage failure of mixture.Obtain the relation of hole-permeability and at any time of mixture simultaneously
Between situation of change, can be by information such as the destructivenesss of microscopical structure variation prediction sand mixture with this.
Fig. 7 is in the case that hydraulic slope is equal to 23, different time sections sand mixture internal interface distribution of pores figure.Its
Middle black is curtain, white represents hole.White range is more and brighter represents that hole is bigger and connectedness is better.As seen from the figure
Pore volume and hole quantity increase over time and increase and the time is more long more obvious, and pore communication significantly improves, and hole
Gap distribution becomes big.
Can be seen that, apparatus of the present invention have accomplished real time on-line monitoring, in different time sections, sample can be entered by above experiment
Row Non-Destructive Testing, and flow event is not interrupted (repeatedly interrupting flow event, do not meet topsoil medium percolation law)；?
In certainty of measurement, there is not any movement in present invention sample during seepage flow and monitoring, can monitor sample difference operating mode same
The hole change of one section, and sample saturation all the time, the microscopic structural parameters of measurement are more accurate.Apparatus of the present invention operation letter
Single, have real non-destructive monitoring advantage.
Claims (6)
1. under a kind of seepage effect, the monitoring device of sandy soil medium microscopical structure change is divided it is characterised in that including nuclear magnetic resonance, NMR
Analysis with imaging system and osmotic system, osmotic system include water tank, test fixtures, sample filling device, pressure-measuring pipe and
Graduated cylinder；Sample filling device is fixed in nuclear magnetic resonance spectroscopy and the signal acquiring system of imaging system, the water of one end and outside
Case connects, and the other end is connected with outside collection device；Water tank is fixed on eminence, sample filling device by test fixtures
Two ends are provided with pressure-measuring pipe.
2. under seepage effect according to claim 1 sandy soil medium microscopical structure change monitoring device it is characterised in that
Described test fixtures have the structure of Adjustable water tank height.
3. under seepage effect according to claim 1 sandy soil medium microscopical structure change monitoring device it is characterised in that
Setting dividing plate inside described water tank.
4. under seepage effect according to claim 1 sandy soil medium microscopical structure change monitoring device it is characterised in that
The water inlet of described sample filling device and outlet are provided with filtration gauze.
5. under seepage effect according to claim 1 sandy soil medium microscopical structure change monitoring device it is characterised in that
It is provided with the fixation clamp for fixing sample filling device in described nuclear magnetic resonance spectroscopy and imaging system.
6. the monitoring method that under a kind of seepage effect, sandy soil medium microscopical structure changes is it is characterised in that use such as claim 1
Described detection means, comprises the following steps:
Step 1, test prepares
Sandy soil medium is inserted sample filling device by soil test, sample filling device connects water tank, graduated cylinder and pressure-measuring pipe, lead to
After water aerofluxuss, sample filling device is put in NMR signal acquisition system；Hydraulic slope is applied to sample, water flowing allows examination
Sample is in fully saturated state；
Step 2, tests sandy soil medium initiating structure characteristic
Cpmg signal is applied to sample, sample t2 spectrum be can get according to nuclear magnetic resonance spectroscopy system, composed according to t2 and calculate at the beginning of sample
The physical property beginning；Using the internal each section of nuclear magnetic resonance imaging system scanned sample, obtain the internal initial cross-section of sandy soil medium
Image；
Step 3, the architectural characteristic under test sandy soil medium difference hydraulic slope
Improve tank height by certain gradient successively, to obtain the hydraulic slope being gradually increased and identical applying hydraulic slope
After time, sample is applied again with cpmg signal and scanned sample inner section, thus obtaining sand under different hydraulic slopes
The architectural characteristic of medium；
Step 4, the architectural characteristic of test sandy soil medium maximum hydraulic slope
Under maximum hydraulic slope, sample is applied with cpmg signal and nuclear magnetic resonance imaging system scanning examination under the different time
Sample inner section, obtains the architectural characteristic of different time sandy soil medium under this hydraulic slope；
Step 5, the test data that analytical procedure 2-4 obtains, obtain the change of microscopical structure under sandy soil medium difference hydraulic slope
Situation.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201610979344.0A CN106353357B (en) | 2016-11-08 | 2016-11-08 | The monitoring device and method that sandy soil medium microscopical structure changes under a kind of seepage effect |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201610979344.0A CN106353357B (en) | 2016-11-08 | 2016-11-08 | The monitoring device and method that sandy soil medium microscopical structure changes under a kind of seepage effect |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN106353357A true CN106353357A (en) | 2017-01-25 |
| CN106353357B CN106353357B (en) | 2018-08-03 |
Family
ID=57861376
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201610979344.0A Active CN106353357B (en) | 2016-11-08 | 2016-11-08 | The monitoring device and method that sandy soil medium microscopical structure changes under a kind of seepage effect |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN106353357B (en) |
Cited By (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106769771A (en) * | 2017-01-09 | 2017-05-31 | 同济大学 | A kind of measuring method of the unsaturated soil infiltration coefficient based on low-field nuclear magnetic resonance technology |
| CN107345883A (en) * | 2017-02-22 | 2017-11-14 | 浙江科技学院（浙江中德科技促进中心） | Ludox reinforces the intensive analysis device and method of a wide range of sand |
| CN107831187A (en) * | 2017-10-30 | 2018-03-23 | 中南大学 | A kind of experimental provision for the deposition migration of porous media endoparticle |
| CN111795990A (en) * | 2020-01-09 | 2020-10-20 | 中国矿业大学(北京) | Method for nondestructive determination of water migration process in rock and soil mass based on nuclear magnetic resonance technology |
| CN112255158A (en) * | 2020-09-30 | 2021-01-22 | 中国水利水电科学研究院 | Embankment foundation piping damage mode experimental device and method |
| CN112432891A (en) * | 2020-10-21 | 2021-03-02 | 西安理工大学 | Roller compacted concrete corrosion real-time monitoring device and method capable of considering hydraulic pressure action |
| WO2021056654A1 (en) * | 2019-09-24 | 2021-04-01 | 山东科技大学 | Method for implementing visualization of coal pore fissure dynamic seepage process |
| CN113433154A (en) * | 2021-06-25 | 2021-09-24 | 中国矿业大学 | Geologic body water content test system based on nuclear magnetic resonance sensor and 5G communication |
Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104034745A (en) * | 2014-06-30 | 2014-09-10 | 中国科学院武汉岩土力学研究所 | High-pressure nuclear magnetic resonance CO2 geological storage model test system |
| CN205280545U (en) * | 2015-12-07 | 2016-06-01 | 西安理工大学 | Seepage tests sand post or earth pillar suitable for nuclear magnetic resonance analysis and imaging system |
| CN105891248A (en) * | 2015-04-17 | 2016-08-24 | 北京大学 | On-line testing device for high temperature and high pressure rock physical property and percolation mechanism nuclear magnetic resonance |
| CN105973781A (en) * | 2016-04-27 | 2016-09-28 | 重庆大学 | Stress-chemical coupling visualization testing system for laminated salt rock |
-
2016
- 2016-11-08 CN CN201610979344.0A patent/CN106353357B/en active Active
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104034745A (en) * | 2014-06-30 | 2014-09-10 | 中国科学院武汉岩土力学研究所 | High-pressure nuclear magnetic resonance CO2 geological storage model test system |
| CN105891248A (en) * | 2015-04-17 | 2016-08-24 | 北京大学 | On-line testing device for high temperature and high pressure rock physical property and percolation mechanism nuclear magnetic resonance |
| CN205280545U (en) * | 2015-12-07 | 2016-06-01 | 西安理工大学 | Seepage tests sand post or earth pillar suitable for nuclear magnetic resonance analysis and imaging system |
| CN105973781A (en) * | 2016-04-27 | 2016-09-28 | 重庆大学 | Stress-chemical coupling visualization testing system for laminated salt rock |
Cited By (11)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106769771A (en) * | 2017-01-09 | 2017-05-31 | 同济大学 | A kind of measuring method of the unsaturated soil infiltration coefficient based on low-field nuclear magnetic resonance technology |
| CN107345883A (en) * | 2017-02-22 | 2017-11-14 | 浙江科技学院（浙江中德科技促进中心） | Ludox reinforces the intensive analysis device and method of a wide range of sand |
| CN107345883B (en) * | 2017-02-22 | 2019-10-01 | 浙江科技学院（浙江中德科技促进中心） | Silica solution reinforces the intensive analysis device and method of a wide range of sand |
| CN107831187A (en) * | 2017-10-30 | 2018-03-23 | 中南大学 | A kind of experimental provision for the deposition migration of porous media endoparticle |
| CN107831187B (en) * | 2017-10-30 | 2019-12-13 | 中南大学 | experimental device for particle deposition and migration in porous medium |
| WO2021056654A1 (en) * | 2019-09-24 | 2021-04-01 | 山东科技大学 | Method for implementing visualization of coal pore fissure dynamic seepage process |
| CN111795990A (en) * | 2020-01-09 | 2020-10-20 | 中国矿业大学(北京) | Method for nondestructive determination of water migration process in rock and soil mass based on nuclear magnetic resonance technology |
| CN112255158A (en) * | 2020-09-30 | 2021-01-22 | 中国水利水电科学研究院 | Embankment foundation piping damage mode experimental device and method |
| CN112432891A (en) * | 2020-10-21 | 2021-03-02 | 西安理工大学 | Roller compacted concrete corrosion real-time monitoring device and method capable of considering hydraulic pressure action |
| CN113433154A (en) * | 2021-06-25 | 2021-09-24 | 中国矿业大学 | Geologic body water content test system based on nuclear magnetic resonance sensor and 5G communication |
| CN113433154B (en) * | 2021-06-25 | 2024-02-13 | 中国矿业大学 | Geologic body water content testing system based on nuclear magnetic resonance sensor and 5G communication |
Also Published As
| Publication number | Publication date |
|---|---|
| CN106353357B (en) | 2018-08-03 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN106353357B (en) | The monitoring device and method that sandy soil medium microscopical structure changes under a kind of seepage effect | |
| US11300638B2 (en) | Laboratory test device for permeation grouting of impermeable material | |
| Bendahmane et al. | Experimental parametric study of suffusion and backward erosion | |
| Santamarina et al. | Determination of critical state parameters in sandy soils—simple procedure | |
| CN105547955B (en) | A kind of native permanent current speed infiltration blocking test method | |
| Shen et al. | Water imbibition and drainage of high rank coals in Qinshui Basin, China | |
| WO2019233000A1 (en) | Isotope nuclear magnetic method for analyzing ineffective water absorption of rock pore | |
| CN109374489B (en) | Hydrate deposit NMR relaxation signal quantity calibration device and method combining X-CT technology | |
| Renshaw et al. | Measuring fracture apertures: A comparison of methods | |
| CN103983551B (en) | Two-dimensional visual seepage experiment device for simulating homogeneity in layer and experiment method thereof | |
| CN110297076A (en) | A kind of three-dimensional visible osmotic grouting model test apparatus and method | |
| CN110879271A (en) | CO under simulated formation condition2Experimental device and method for water-rock reaction | |
| CN208653993U (en) | A kind of impervious material osmotic grouting laboratory testing rig | |
| CN208888043U (en) | A kind of saturation clay probe intensity and strain softening parameter measuring apparatus based on full stream feeler inspection | |
| CN106644890A (en) | Device for measuring soil sample permeability coefficient in indoor soil engineering test | |
| CN105862933A (en) | Model testing device for foundation under action of dynamic pressure bearing water | |
| CN209821099U (en) | Multifunctional compact gas reservoir dynamic parameter joint measurement device based on nuclear magnetic resonance | |
| CN205280545U (en) | Seepage tests sand post or earth pillar suitable for nuclear magnetic resonance analysis and imaging system | |
| Amin et al. | Study of infiltration into a heterogeneous soil using magnetic resonance imaging | |
| CN112577979A (en) | Quantitative analysis device and method for rock internal fluid saturation spatial distribution | |
| CN208350322U (en) | Device based on silt particle transition process in CT simulating hydrate deposit | |
| CN114279940A (en) | Visual teaching system for shear seepage characteristics of fractured rock mass | |
| CN115032135A (en) | Hydraulic consolidation test device and test method for measuring consolidation parameters of ultra-soft soil | |
| CN113138205B (en) | Method and system for determining air-water imbibition condition in porous medium | |
| CN207051151U (en) | One-dimensional vertical barged-in fill granule density test device |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |