CN104914028A - False triaxial high-pressure permeation tester - Google Patents
False triaxial high-pressure permeation tester Download PDFInfo
- Publication number
- CN104914028A CN104914028A CN201510229210.2A CN201510229210A CN104914028A CN 104914028 A CN104914028 A CN 104914028A CN 201510229210 A CN201510229210 A CN 201510229210A CN 104914028 A CN104914028 A CN 104914028A
- Authority
- CN
- China
- Prior art keywords
- soil sample
- undisturbed soil
- pressure
- high pressure
- internal head
- 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
Landscapes
- Sampling And Sample Adjustment (AREA)
- Investigating Strength Of Materials By Application Of Mechanical Stress (AREA)
Abstract
The invention provides a false triaxial high-pressure permeation tester, belongs to the technical field of geotechnical engineering, and is suitable for testing of permeation and salt filtration capacities of consolidated and unconsolidated rock and soil, especially an unconsolidated plastic viscous undisturbed soil sample. The undisturbed soil sample is used as a test soil sample, a false triaxial principle is utilized, the undisturbed soil sample is externally sleevedly provided with a flexible silicon rubber casing pipe, the outer side of the flexible silicon rubber casing pipe is sleevedly provided with a perforated sleeve for supporting the undisturbed soil sample, a confining pressure hole formed in a side wall applies confining pressure to the undisturbed soil sample, when the confining pressure is greater than a shaft pressure, high-pressure water flow only can pass through the interior of the undisturbed soil sample and is not leaked from a joint face of the undisturbed soil sample with a sealing material, so as to achieve the sealing effect at high pressure; an upper top cover and a lower base are connected with the side wall through screws, and thus deformation caused in a process of filling or placing the undisturbed soil sample can be avoided. The tester is simple in structure, can simulate actual conditions of an underground water-bearing system, and can effectively solve the problem of permeability testing of the high-pressure undisturbed soil sample.
Description
Technical field
The present invention relates to Geotechnical Engineering field, be specifically a kind ofly applicable to consolidation and non-consolidation ground, particularly for the infiltration of non-consolidation plasticity cohesive undisturbed soil sample and the vacation three axle high pressure infiltration experiment instrument of filter salt aptitude tests.
Background technology
When the solution of variable concentrations splits semi-permeable diaphragm both sides, chemosmosis occurs, and hydrone is entered the solution of high concentration by the solution of semi-permeable diaphragm from low concentration.If apply certain pressure in the side of high concentration, the infiltration of hydrone can be made to carry out round about, thus by solute retention in high concentration side, and form a concentration and increase band, the ultimate principle of Here it is counter-infiltration membrane filtration salt.
In the aqueous system of underground, the situation that aquitard both sides form certain head difference is more common.Area, the east China North China Plain, degree of saltiness water layer alternating layers, along with a large amount of exploitations of deep fresh water resource, form larger head difference between dark, shallow water-bearing zone.The height mineralising salt water of superficial part, do not occur significantly " salinize " because of the leakage-releasing water of salt water, or deep fresh water aquifer is subject to the degree of salinize to after the fresh-water aquifer of deep through the aquitard leakage-releasing water that underlies, and anticipation is so not serious.Whether because aquitard is under larger head difference is ordered about, while through water, the salinity of salt water has been blocked? or the salinity of salt water is adsorbed (storage) in aquitard? obviously, salinity is blocked in salt water layer or is stored in aquitard, the process that water through aquitard is desalinated, is called " filter salt ".
In view of such consideration, to aquitard film effect and filter the probing into of salt functional, the water resources assessment of North China will be made and develop the prospect changing expection.In order to verify film effect and the filter salt effect of aquitard, need to carry out permeability test.
The main component of aquitard is cohesive soil, and native CLAY MINERALS AND THEIR SIGNIFICANCE is based on smectite, illite, smalite.Existing penetration testing equipment is mainly darcy test instrument, but darcy test instrument is only applicable to low pressure or minute-pressure.Common high-pressure osmosis equipment is only applicable to the solid rock of consolidation.Although triaxial pressure meter popular on the market can survey high pressure, but be only applicable to the solid rock of consolidation, be not suitable for viscosity soil sample, particularly be not suitable for for the test under unconsolidated, loose soft viscosity soil sample original state condition, and compression failure test can only be done, sometimes doublely can do permeability test, but filter salt (using viscosity soil sample as permeable membrane) test can not be done.Utilize cohesive undisturbed soil sample and water stop sealing material as the penetration testing equipment designed by filling agent, under high pressure stagnant water effect is bad for it, and main cause is the following aspects:
1, the penetrating power of viscosity soil sample is very poor, and soil sample is not easily combined with other water stop sealing material;
2, general in society water stop sealing material, as glass cement, leak stopping spirit equal strength are inadequate, press a little and namely lost efficacy; Using commercial clay as water stop sealing material, can not bond between itself and soil sample, especially moisture is easy to crack after reducing, and after water saturation, intensity can reduce; Although the stagnant water effect of cement and intensity all satisfy condition, and between viscosity soil sample, gap cannot be removed, and liquid flows through along crack;
3, the confined pressure that above-mentioned four kinds of water stop sealing materials produce all is less than the axial compression of viscosity soil sample.
Therefore, how to allow High-Pressure Water only from cohesive undisturbed soil sample inner by instead of be develop the key of high pressure infiltration experiment instrument success or failure from seepage the composition surface of soil sample and water stop sealing material.
Summary of the invention
Technical assignment of the present invention is for the deficiencies in the prior art, a kind of special test equipment--false three axle high pressure infiltration experiment instrument utilizing false three axle principle test undisturbed soil samples are provided, sealing by undisturbed soil sample being coated in flexible silicon gum cover pipe, adopting the method adding confined pressure extruding flexible wall to solve the sealing problem of soil sample perisporium.
The technical solution adopted for the present invention to solve the technical problems is:
False three axle high pressure infiltration experiment instrument, it is characterized in that, comprise upper top cover, lower bottom base and connect the sidewall of upper top cover and lower bottom base, upper top cover, lower bottom base and sidewall surround closed cavity, be mounted with in this closed cavity internal head cover, interior base, for the flexible silicon gum cover pipe of coated undisturbed soil sample and porose sleeve, offer confined pressure hole in the middle part of sidewall, the external confined pressure tensimeter in confined pressure hole, confined pressure pressue device applies confined pressure with the effect of simulated formation confined pressure by confined pressure hole to undisturbed soil sample;
Described internal head cover is arranged on below upper top cover, and bottom it, be provided with outstanding peripheral flange downwards, is provided with the intake tunnel connected, the external axial compression tensimeter of intake tunnel in internal head cover and upper top cover; Described interior floor installation above lower bottom base, and is provided with the peripheral flange projected upwards at its top, be provided with exhalant canal, be provided with water storage cavity in lower bottom base in interior base, water storage cavity is offered the pressure measurement apopore be connected with the external world; The bottom surface of described internal head cover and the end face of interior base offer the groove placing water filter plate respectively, water filter plate, internal head cover, surround undisturbed soil sample permeate chamber between interior base and sidewall, above-mentioned intake tunnel, infiltration chamber, exhalant canal, water storage cavity are communicated with successively with pressure measurement apopore;
The outside being set in internal head cover and interior base peripheral flange is close to by described flexible silicon gum cover pipe, flexible silicon glue outside of sleeve is arranged with borehole jack cylinder, porose sleeve is placed between internal head cover and interior base, is reserved with space and forms confined pressure chamber between porose sleeve and flexible silicon gum cover pipe.
The outside of described flexible silicon gum cover pipe and internal head cover and interior base peripheral flange adopts sealing steel card to reinforce and seals.
Described porose sleeve offers the groove for degree of tightness sealing steel card up and down.
Be provided with top inner chamber between described intake tunnel and water filter plate, between exhalant canal and water filter plate, be provided with end inner chamber.
Steel gauze is provided with between described water filter plate and the upper and lower surface of contact of undisturbed soil sample.
Described interior base and internal head cover contact with sidewall respectively by O-ring seal.
Described internal head cover upper surface is contacted with upper top cover by interior O-ring seal.
Described interior base lower surface is contacted with lower bottom base by inner seal ring.。
Described upper top cover and lower bottom base are fixed on sidewall upper and lower end face respectively by screw.
Described undisturbed soil sample is the hard ground of consolidation or non-consolidation ground.
Compared with prior art, the beneficial effect produced is false three axle high pressure infiltration experiment instrument of the present invention,
1, false three axle principles are utilized, at the outer sheathed flexible silicon gum cover pipe of undisturbed soil sample, by confined pressure hole, confined pressure is applied to viscosity soil sample, when confined pressure is greater than axial compression, High-Pressure Water only from undisturbed soil sample inside by instead of from seepage the composition surface of undisturbed soil sample and encapsulant, thus under high pressure reach sealing effectiveness;
2, flexible silicon glue outside of sleeve overlaps porose sleeve, undisturbed soil sample is played a supporting role, upper top cover and be connected by screw between lower bottom base with sidewall and do not adopt screw thread, undisturbed soil sample can be avoided to load for such design or put procedure causes deformation because of upper top cover or lower bottom base knob;
3, use sealing steel card by flexible silicon gum cover pipe collar muscle internal head cover and interior base, such design effectively can solve the sealing problem of undisturbed soil sample;
4, internal head cover, adds O-ring seal between interior base and outer wall, adds interior O-ring seal between internal head cover and upper top cover, between interior base and lower bottom base, and such design effectively can solve the sealing problem in confined pressure chamber;
5, permeate chamber and place water filter plate and steel gauze respectively up and down, be conducive to water under high pressure a fluid stream and evenly exert pressure on undisturbed soil sample, and prevent water under high pressure a fluid stream from being punctured by undisturbed soil sample (being non-consolidation viscosity soil sample especially);
6, be provided with top inner chamber between intake tunnel and water filter plate, be provided with end inner chamber between exhalant canal and water filter plate, such design can make High-Pressure Water be evenly distributed on whole water filter plate;
To sum up, false three axle high pressure infiltration experiment instrument of the present invention, take undisturbed soil sample as test soil sample, utilize false three axle principles, simulate the actual state of underground aqueous system, its structure is simple, operation and easy to use, be applicable to consolidation and non-consolidation ground, especially for infiltration and the aptitude tests of filter salt of non-consolidation plasticity cohesive undisturbed soil sample, effectively can solve the problem of high pressure undisturbed soil sample permeance property test.
Accompanying drawing explanation
Accompanying drawing 1 is the structural representation of the false three axle high pressure infiltration experiment instrument of the present invention;
Accompanying drawing 2 is 1# experiment axial compression of the present invention, confined pressure and percolate (should state consistent with table 1 herein) volume curve over time;
Accompanying drawing 3 is 2# experiment axial compression of the present invention, confined pressure and percolate (should state consistent with table 2 herein) volume curve over time.
In figure, 1, upper top cover, 2, internal head cover, 3, interior base, 4, lower bottom base, 5, sidewall, 6, infiltration chamber, 7, screw, 8, confined pressure hole, 9, flexible silicon gum cover pipe, 10, porose sleeve, 11, O-ring seal, 12, interior O-ring seal, 13, intake tunnel, 14, water storage cavity, 15, sealing steel card, 16, confined pressure chamber, 17 axial compression tensimeters, 18, confined pressure tensimeter, 19, connecting pipe, 20, pressure measurement apopore, 21, steel gauze, 22, water filter plate, 23, top inner chamber, 24, end inner chamber, 25, exhalant canal.
Embodiment
Below in conjunction with accompanying drawing 1-3, false three axle high pressure infiltration experiment instrument of the present invention are described in detail below.
As shown in Figure 1, false three axle high pressure infiltration experiment instrument of the present invention, its structure comprises upper top cover 1, lower bottom base 4 and connects the sidewall 5 of upper top cover 1 and lower bottom base 4, upper top cover 1 is fixed on sidewall 5 upper surface by screw 7, lower bottom base 4 is fixed on sidewall 5 lower surface by screw 7, offer confined pressure hole 8 in the middle part of sidewall 5, confined pressure pressue device applies confined pressure with the effect of simulated formation confined pressure to viscosity soil sample by confined pressure hole 8, and confined pressure hole 8 is by the external confined pressure tensimeter 18 of connecting pipe 19.
Described upper top cover 1, lower bottom base 4 surround closed cavity with sidewall 5, be mounted with in this closed cavity internal head cover 2, interior base 3, for the flexible silicon gum cover pipe 9 of coated undisturbed soil sample and porose sleeve 10, interior base 3 and internal head cover 2 contact with sidewall 5 respectively by O-ring seal 11, described internal head cover 2 upper surface is contacted with upper top cover 1 by interior O-ring seal 12, and interior base 3 lower surface is contacted with base 4 by interior O-ring seal 12.
Described internal head cover 2 is arranged on below upper top cover 1, and bottom it, be provided with outstanding peripheral flange downwards, is provided with the intake tunnel 13 connected in internal head cover 2 and upper top cover 1, and intake tunnel 13 is by the external axial compression tensimeter 17 of connecting pipe 19; Described interior base 3 is arranged on above lower bottom base 4, and is provided with the peripheral flange projected upwards at its top, is provided with exhalant canal 25, is provided with water storage cavity 14 in lower bottom base 4 in interior base 3, water storage cavity 14 is offered the pressure measurement apopore 20 be connected with the external world; The bottom surface of internal head cover 2 and the end face of interior base 3 offer the groove placing water filter plate 22 respectively, be provided with between intake tunnel 13 and water filter plate 22 and push up inner chamber 23, end inner chamber 24 is provided with between exhalant canal 25 and water filter plate 22, steel gauze 21 is provided with between water filter plate 22 and the upper and lower surface of contact of undisturbed soil sample, water filter plate 22, internal head cover 2, surround undisturbed soil sample permeate chamber 6 between interior base 3 and sidewall 5, above-mentioned intake tunnel 13, infiltration chamber 6, exhalant canal 25, water storage cavity 14 are communicated with successively with pressure measurement apopore 20; The outside being set in internal head cover 2 and interior base 3 peripheral flange is close to by described flexible silicon gum cover pipe 9, and adopt sealing steel card 15 to reinforce sealing, borehole jack cylinder 10 is arranged with outside flexible silicon gum cover pipe 9, porose sleeve 10 is placed between internal head cover 2 and interior base 3, be reserved with space between porose sleeve 10 and flexible silicon gum cover pipe 9 and form confined pressure chamber 16, porose sleeve about 10 offers the groove for degree of tightness sealing steel card 15.
False three axle high pressure infiltration experiment instrument of the present invention, described undisturbed soil sample can be competent rock soil or non-consolidation ground (especially for non-consolidation plasticity cohesive undisturbed soil sample).The present embodiment, for viscosity soil sample, illustrates its concrete workflow:
1, sample preparation: cylindrical sample viscosity soil sample being processed into accurate dimension;
2, setting-out sealing:
1) flexible silicon gum cover pipe 9 snaps in the interior base 3 placing water filter plate 22 and steel gauze 21, adopts sealing steel card 15 to fix on the downside of flexible silicon gum cover pipe 9;
2) sample is put into flexible silicon gum cover pipe 9;
3) porose sleeve 10 is enclosed within outside flexible silicon gum cover pipe 9, is placed on interior base 3;
4) the sealing steel card 15 do not tightened is enclosed within the upside of flexible silicon gum cover pipe 9;
5) the steel gauze 21 above sample and water filter plate 22 are placed, internal head cover 2 snaps in flexible silicon gum cover pipe 9, is tightened by upside sealing steel card 15;
6) above entirety is put on lower bottom base 4, sidewall 5 is put, sidewall 5 and lower bottom base 4 are fixed, in confined pressure chamber 16, is full of water;
7) upper top cover 1 is built, and fix with sidewall 5.
3, test: add confined pressure, water filling, experiment (water filling axial compression is less than confined pressure) water flows out from pressure measurement apopore 20, accesses percolate.
1) 1# experimental sample and condition
Use samplers sample undisturbed soil sample, sample position is Renqiu, sampling depth 90.60 ~ 90.90 m, lithology is clay, is processed into the cylindrical sample of diameter 85 mm, height 100 mm, axial compression: 0.150 ~ 0.450 Mpa, confined pressure: 0.310 ~ 0.575 Mpa, room temperature 11.0 DEG C, water temperature 15.9 DEG C, NaCl solution concentration: 10 g/L;
2) 1# experimental conditions
16:10 start experiment on January 29th, 2015, every 5 min observed and recorded axial compression tensimeters and the manometric numerical value change of confined pressure and pressure measurement apopore 20 water outlet situation, 20:30 starts observation interval to be added greatly 10 min, in experimentation, axial compression, confined pressure are slowly risen, next day, 00:00 percolate started to flow out, and each hour afterwards sampling and measuring every 9 hours is one batch of collection.Experimental period lasts 2980 minutes, about 50 hours, finally obtains the percolate that cumulative volume is 162.5ml.
Axial compression, confined pressure and percolate volume correlationship are shown in Fig. 2.
As seen from Figure 2, start after 7:50 to occur percolate, confined pressure force value is with axial compression change in pressure, and axial compression is larger, and confined pressure is larger, and flow also increases and decreases with pressure and has more closely related relation.
This experiment obtains the water sample of 5 batches altogether, to verify the percolate salt content of different time sections.Silver nitrate titration method is adopted to measure NaCl concentration.Details see the following form 1.
Coefficient of permeability K=7.12E-08 cm/s, NaCl clearance is about 0.25.
table 1.1# tests NaCl concentration determination
3) 2# experimental sample and condition
Use samplers sample undisturbed soil sample, sample position is Renqiu Nan Wulipu village, sampling depth 119.5 ~ 119.8 m, lithology is sandy clay, is processed into the cylindrical sample of diameter 79 mm, height 100 mm, axial compression: 0.330 ~ 0.6150 Mpa, confined pressure: 0.480 ~ 0.618 Mpa, room temperature 14.0 DEG C, water temperature 16 DEG C, NaCl solution concentration: 10 g/L;
4) 2# experimental conditions
21:00 start experiment on February 3rd, 2015, every 5 min observed and recorded axial compression tensimeters and the manometric numerical value change of confined pressure and pressure measurement apopore 20 water outlet situation.00:30 starts the observed and recorded time interval to add greatly 10 minutes.In experimentation, axial compression, confined pressure are slowly risen.Next day, 03:40 percolate started to flow out, and afterwards every 1 hour sampling and measuring, within every 8 hours, was one batch of collection.Experimental period lasts 3700 minutes, about 61 hours 40 points, finally obtain the percolate that cumulative volume is 200.05ml.
Axial compression, confined pressure and percolate volume correlationship are shown in Fig. 3.
As shown in Figure 3, confined pressure force value is with axial compression change in pressure, and axial compression is larger, and confined pressure is larger, occurs water outlet for the first time after experiment starts to pressurize 6 hours 40 minutes; It is little that aquifer yield and pressure increase and decrease correlationship.
This experiment obtains the water sample of 7 batches altogether, to verify the percolate salt content of different time sections.Silver nitrate titration method is adopted to measure NaCl concentration.Refer to table 2.
Coefficient of permeability K=3.71E-08 cm/s, NaCl clearance is about 0.2.
table 2.2# tests NaCl concentration determination
4, after experiment terminates, by two screws 7 for auxiliary unlatching upper top cover 1 on upper top cover 1, upper top cover 1 is opened, viscosity soil sample is taken out, preserves.
False three its processing and fabricatings of axle high pressure infiltration experiment instrument of the present invention are simple and convenient, processing and fabricating shown in by specification accompanying drawing.
Except the technical characteristic described in instructions, be the known technology of those skilled in the art.
Claims (10)
1. false three axle high pressure infiltration experiment instrument, it is characterized in that, comprise upper top cover, lower bottom base and connect the sidewall of upper top cover and lower bottom base, upper top cover, lower bottom base and sidewall surround closed cavity, be mounted with in this closed cavity internal head cover, interior base, for the flexible silicon gum cover pipe of coated undisturbed soil sample and porose sleeve, offer confined pressure hole in the middle part of sidewall, the external confined pressure tensimeter in confined pressure hole, confined pressure pressue device applies confined pressure with the effect of simulated formation confined pressure by confined pressure hole to undisturbed soil sample;
Described internal head cover is arranged on below upper top cover, and bottom it, be provided with outstanding peripheral flange downwards, is provided with the intake tunnel connected, the external axial compression tensimeter of intake tunnel in internal head cover and upper top cover; Described interior floor installation above lower bottom base, and is provided with the peripheral flange projected upwards at its top, be provided with exhalant canal, be provided with water storage cavity in lower bottom base in interior base, water storage cavity is offered the pressure measurement apopore be connected with the external world; The bottom surface of described internal head cover and the end face of interior base offer the groove placing water filter plate respectively, water filter plate, internal head cover, surround undisturbed soil sample permeate chamber between interior base and sidewall, above-mentioned intake tunnel, infiltration chamber, exhalant canal, water storage cavity are communicated with successively with pressure measurement apopore;
The outside being set in internal head cover and interior base peripheral flange is close to by described flexible silicon gum cover pipe, flexible silicon glue outside of sleeve is arranged with borehole jack cylinder, porose sleeve is placed between internal head cover and interior base, is reserved with space and forms confined pressure chamber between porose sleeve and flexible silicon gum cover pipe.
2. false three axle high pressure infiltration experiment instrument according to claim 1, is characterized in that, the outside of described flexible silicon gum cover pipe and internal head cover and interior base peripheral flange adopts sealing steel card to reinforce and seals.
3. false three axle high pressure infiltration experiment instrument according to claim 2, it is characterized in that, described porose sleeve offers the groove for degree of tightness sealing steel card up and down.
4. the vacation three axle high pressure infiltration experiment instrument according to claim 1 or 2 or 3, is characterized in that, be provided with top inner chamber between described intake tunnel and water filter plate, be provided with end inner chamber between exhalant canal and water filter plate.
5. the vacation three axle high pressure infiltration experiment instrument according to claim 1 or 2 or 3, is characterized in that, be provided with steel gauze between described water filter plate and the upper and lower surface of contact of undisturbed soil sample.
6. the vacation three axle high pressure infiltration experiment instrument according to claim 1 or 2 or 3, it is characterized in that, described interior base and internal head cover contact with sidewall respectively by O-ring seal.
7. the vacation three axle high pressure infiltration experiment instrument according to claim 1 or 2 or 3, it is characterized in that, described internal head cover upper surface is contacted with upper top cover by interior O-ring seal.
8. the vacation three axle high pressure infiltration experiment instrument according to claim 1 or 2 or 3, it is characterized in that, described interior base lower surface is contacted with lower bottom base by inner seal ring.
9. the vacation three axle high pressure infiltration experiment instrument according to claim 1 or 2 or 3, it is characterized in that, described upper top cover and lower bottom base are fixed on sidewall upper and lower end face respectively by screw.
10. the vacation three axle high pressure infiltration experiment instrument according to claim 1 or 2 or 3, is characterized in that, described undisturbed soil sample is the hard ground of consolidation or non-consolidation ground.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201510229210.2A CN104914028B (en) | 2015-05-08 | 2015-05-08 | False three axle high pressure infiltration experiment instrument |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201510229210.2A CN104914028B (en) | 2015-05-08 | 2015-05-08 | False three axle high pressure infiltration experiment instrument |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN104914028A true CN104914028A (en) | 2015-09-16 |
| CN104914028B CN104914028B (en) | 2018-02-09 |
Family
ID=54083284
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201510229210.2A Active CN104914028B (en) | 2015-05-08 | 2015-05-08 | False three axle high pressure infiltration experiment instrument |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN104914028B (en) |
Cited By (10)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105403458A (en) * | 2015-12-12 | 2016-03-16 | 中原工学院 | Tensile experiment device based on conventional triaxial apparatus and operation method therefor |
| CN105954109A (en) * | 2016-04-29 | 2016-09-21 | 温州大学 | Vacuum consolidation test device of unit soil sample under triaxial state |
| CN106124366A (en) * | 2016-08-31 | 2016-11-16 | 温州大学 | The undisturbed soil sampling device used in undisturbed soil contaminant transportation test method under load action and test |
| CN108226006A (en) * | 2017-12-28 | 2018-06-29 | 哈尔滨工业大学 | The test method of cement-based material fluid permeability |
| CN109187926A (en) * | 2018-09-18 | 2019-01-11 | 太原理工大学 | Three axis seepage flow test device of fractured coal and rock and desorption-diffusion-seepage tests system |
| CN109406302A (en) * | 2018-12-27 | 2019-03-01 | 贵州理工学院 | A kind of manual portable soil triaxial apparatus |
| CN110487699A (en) * | 2019-08-23 | 2019-11-22 | 淮阴工学院 | A kind of experimental rig and test method of pervious concrete infiltration coefficient |
| CN111855527A (en) * | 2020-07-15 | 2020-10-30 | 西安理工大学 | Damaged concrete gas permeability detection device and method |
| CN112098300A (en) * | 2020-09-21 | 2020-12-18 | 重庆科技学院 | Full-diameter core radial flow permeability testing device and testing method |
| CN114235593A (en) * | 2021-12-16 | 2022-03-25 | 河海大学 | Hydraulic building high-molecular waterproof coating hydraulic pressure bonding failure test device and test method |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH05215746A (en) * | 1992-02-03 | 1993-08-24 | Takenaka Doboku Co Ltd | Triaxial piping test device for undisturbed sample and test method |
| CN2826404Y (en) * | 2005-06-29 | 2006-10-11 | 长春工程学院 | Pressurized flexible-wall permeameter |
| CN101603913A (en) * | 2009-06-30 | 2009-12-16 | 安徽省（水利部淮河水利委员会）水利科学研究院 | Permeability coefficient of cement soil determinator and assay method thereof |
| US20140069183A1 (en) * | 2012-09-11 | 2014-03-13 | Korea Institute Of Geoscience And Mineral Resources | Method of reducing uncertainty in pressure pulse-decay measurement |
| CN204789256U (en) * | 2015-05-08 | 2015-11-18 | 山东科技大学 | False triaxial high pressure permeability test appearance |
-
2015
- 2015-05-08 CN CN201510229210.2A patent/CN104914028B/en active Active
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH05215746A (en) * | 1992-02-03 | 1993-08-24 | Takenaka Doboku Co Ltd | Triaxial piping test device for undisturbed sample and test method |
| CN2826404Y (en) * | 2005-06-29 | 2006-10-11 | 长春工程学院 | Pressurized flexible-wall permeameter |
| CN101603913A (en) * | 2009-06-30 | 2009-12-16 | 安徽省（水利部淮河水利委员会）水利科学研究院 | Permeability coefficient of cement soil determinator and assay method thereof |
| US20140069183A1 (en) * | 2012-09-11 | 2014-03-13 | Korea Institute Of Geoscience And Mineral Resources | Method of reducing uncertainty in pressure pulse-decay measurement |
| CN204789256U (en) * | 2015-05-08 | 2015-11-18 | 山东科技大学 | False triaxial high pressure permeability test appearance |
Cited By (15)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105403458A (en) * | 2015-12-12 | 2016-03-16 | 中原工学院 | Tensile experiment device based on conventional triaxial apparatus and operation method therefor |
| CN105954109A (en) * | 2016-04-29 | 2016-09-21 | 温州大学 | Vacuum consolidation test device of unit soil sample under triaxial state |
| CN106124366A (en) * | 2016-08-31 | 2016-11-16 | 温州大学 | The undisturbed soil sampling device used in undisturbed soil contaminant transportation test method under load action and test |
| CN108226006A (en) * | 2017-12-28 | 2018-06-29 | 哈尔滨工业大学 | The test method of cement-based material fluid permeability |
| CN108226006B (en) * | 2017-12-28 | 2020-07-07 | 哈尔滨工业大学 | Method for testing fluid permeability of cement-based material |
| CN109187926B (en) * | 2018-09-18 | 2021-04-20 | 太原理工大学 | Three-axis seepage test device for fractured coal rock mass and desorption-diffusion-seepage test system |
| CN109187926A (en) * | 2018-09-18 | 2019-01-11 | 太原理工大学 | Three axis seepage flow test device of fractured coal and rock and desorption-diffusion-seepage tests system |
| CN109406302A (en) * | 2018-12-27 | 2019-03-01 | 贵州理工学院 | A kind of manual portable soil triaxial apparatus |
| CN109406302B (en) * | 2018-12-27 | 2023-09-26 | 贵州理工学院 | Manual portable soil triaxial apparatus |
| CN110487699A (en) * | 2019-08-23 | 2019-11-22 | 淮阴工学院 | A kind of experimental rig and test method of pervious concrete infiltration coefficient |
| CN110487699B (en) * | 2019-08-23 | 2022-03-22 | 淮阴工学院 | Testing device and testing method for permeability coefficient of pervious concrete |
| CN111855527A (en) * | 2020-07-15 | 2020-10-30 | 西安理工大学 | Damaged concrete gas permeability detection device and method |
| CN112098300A (en) * | 2020-09-21 | 2020-12-18 | 重庆科技学院 | Full-diameter core radial flow permeability testing device and testing method |
| CN114235593A (en) * | 2021-12-16 | 2022-03-25 | 河海大学 | Hydraulic building high-molecular waterproof coating hydraulic pressure bonding failure test device and test method |
| CN114235593B (en) * | 2021-12-16 | 2024-04-19 | 河海大学 | Hydraulic bond damage test device and test method for high molecular waterproof coating of hydraulic building |
Also Published As
| Publication number | Publication date |
|---|---|
| CN104914028B (en) | 2018-02-09 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN104914028A (en) | False triaxial high-pressure permeation tester | |
| CN204789256U (en) | False triaxial high pressure permeability test appearance | |
| CN105527384B (en) | A kind of grouting simulation test device and its test method | |
| CN105910971B (en) | The simultaneous measuring method of rich organic matter compact rock core gas permeability and diffusion coefficient | |
| CN201716256U (en) | Soil mass permeability testing device | |
| CN102735548B (en) | Multifunctional true triaxial flow solid coupling test system | |
| CN207300823U (en) | A kind of seepage consolidation instrument under chemistry-Coupling with Mechanics effect | |
| CN102608011B (en) | Method for determining and building bound water for crack-pore (hole) type reservoir core | |
| CN106596400B (en) | A kind of evaluating apparatus and experimental method of second contact surface bonding quality of cementing the well | |
| CN201716254U (en) | Concrete permeability testing device | |
| CN107631976A (en) | Seepage consolidation instrument and its application under chemico-mechanic coupling | |
| CN105547968B (en) | A kind of diffused concrete surface layer anti-permeability performance test equipment and its test method | |
| CN108318401A (en) | One kind being suitable for anisotropy permeability coefficient test device under soil solidifying stress | |
| CN103398933A (en) | Constant-pressure concrete permeability testing device | |
| CN107356463A (en) | Microorganism grouting technique consolidates the laboratory testing rig and test method of residual soil | |
| CN103134745A (en) | High-water-content soil and bentonite material penetration test cylinder body, device and testing method | |
| CN106568698A (en) | Method for repairing concrete cracks by using microorganisms and conducting permeability test | |
| CN106525526A (en) | Determination method of high-pressure water injection and radial gas permeability of gas-containing raw coal | |
| CN104849193A (en) | Device and method for measuring permeability coefficient of cement-soil | |
| CN106970181B (en) | Drainage consolidation test device and method for grouting slurry behind wall in stratum | |
| CN110208487A (en) | A kind of Shale Hydration damage measure method based on CT scan | |
| CN109060543A (en) | Directly measure the device and its measurement method of triaxial test rubber-oil-pipe sensor amount | |
| CN207066937U (en) | The measure device of swelled ground cracking water content | |
| CN205808885U (en) | Device for seepage-proof curtain simulation test | |
| CN114324113A (en) | Test device and method for measuring permeability coefficient and permeability path of soil-structure interface |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| C10 | Entry into substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |