CN117054315A - Frozen soil permeability coefficient measurement system - Google Patents
Frozen soil permeability coefficient measurement system Download PDFInfo
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- CN117054315A CN117054315A CN202311323233.0A CN202311323233A CN117054315A CN 117054315 A CN117054315 A CN 117054315A CN 202311323233 A CN202311323233 A CN 202311323233A CN 117054315 A CN117054315 A CN 117054315A
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- 239000002689 soil Substances 0.000 title claims abstract description 95
- 230000035699 permeability Effects 0.000 title claims abstract description 37
- 238000005259 measurement Methods 0.000 title claims abstract description 24
- 238000012360 testing method Methods 0.000 claims abstract description 139
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 53
- 229910052751 metal Inorganic materials 0.000 claims abstract description 41
- 239000002184 metal Substances 0.000 claims abstract description 41
- 230000035515 penetration Effects 0.000 claims abstract description 38
- 239000011148 porous material Substances 0.000 claims abstract description 27
- 238000006073 displacement reaction Methods 0.000 claims abstract description 14
- 230000001502 supplementing effect Effects 0.000 claims description 7
- 229910000278 bentonite Inorganic materials 0.000 claims description 6
- 239000000440 bentonite Substances 0.000 claims description 6
- SVPXDRXYRYOSEX-UHFFFAOYSA-N bentoquatam Chemical compound O.O=[Si]=O.O=[Al]O[Al]=O SVPXDRXYRYOSEX-UHFFFAOYSA-N 0.000 claims description 6
- 239000002344 surface layer Substances 0.000 claims description 6
- 239000004927 clay Substances 0.000 claims description 4
- 229920005372 Plexiglas® Polymers 0.000 claims description 3
- 239000004809 Teflon Substances 0.000 claims description 3
- 229920006362 Teflon® Polymers 0.000 claims description 3
- 238000000576 coating method Methods 0.000 claims description 3
- 239000004926 polymethyl methacrylate Substances 0.000 claims description 3
- 230000006872 improvement Effects 0.000 description 9
- 238000000034 method Methods 0.000 description 9
- 230000008595 infiltration Effects 0.000 description 7
- 238000001764 infiltration Methods 0.000 description 7
- 230000005012 migration Effects 0.000 description 7
- 238000013508 migration Methods 0.000 description 7
- 238000005370 electroosmosis Methods 0.000 description 6
- 230000008014 freezing Effects 0.000 description 6
- 238000007710 freezing Methods 0.000 description 6
- 230000008569 process Effects 0.000 description 5
- 230000008859 change Effects 0.000 description 4
- 238000013461 design Methods 0.000 description 4
- 239000002609 medium Substances 0.000 description 4
- 230000003204 osmotic effect Effects 0.000 description 4
- 230000000694 effects Effects 0.000 description 3
- LYCAIKOWRPUZTN-UHFFFAOYSA-N Ethylene glycol Chemical compound OCCO LYCAIKOWRPUZTN-UHFFFAOYSA-N 0.000 description 2
- FAPWRFPIFSIZLT-UHFFFAOYSA-M Sodium chloride Chemical compound [Na+].[Cl-] FAPWRFPIFSIZLT-UHFFFAOYSA-M 0.000 description 2
- DIOQZVSQGTUSAI-UHFFFAOYSA-N decane Chemical compound CCCCCCCCCC DIOQZVSQGTUSAI-UHFFFAOYSA-N 0.000 description 2
- 230000002401 inhibitory effect Effects 0.000 description 2
- 230000008018 melting Effects 0.000 description 2
- 238000002844 melting Methods 0.000 description 2
- 230000009467 reduction Effects 0.000 description 2
- 238000011160 research Methods 0.000 description 2
- 230000000452 restraining effect Effects 0.000 description 2
- 238000010257 thawing Methods 0.000 description 2
- GUBGYTABKSRVRQ-QKKXKWKRSA-N Lactose Natural products OC[C@H]1O[C@@H](O[C@H]2[C@H](O)[C@@H](O)C(O)O[C@@H]2CO)[C@H](O)[C@@H](O)[C@H]1O GUBGYTABKSRVRQ-QKKXKWKRSA-N 0.000 description 1
- 238000009825 accumulation Methods 0.000 description 1
- 239000003570 air Substances 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000015572 biosynthetic process Effects 0.000 description 1
- 230000000903 blocking effect Effects 0.000 description 1
- 238000005056 compaction Methods 0.000 description 1
- 238000007596 consolidation process Methods 0.000 description 1
- 230000001276 controlling effect Effects 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 239000008367 deionised water Substances 0.000 description 1
- 229910021641 deionized water Inorganic materials 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 239000002283 diesel fuel Substances 0.000 description 1
- 230000005684 electric field Effects 0.000 description 1
- 230000005611 electricity Effects 0.000 description 1
- 239000012595 freezing medium Substances 0.000 description 1
- WGCNASOHLSPBMP-UHFFFAOYSA-N hydroxyacetaldehyde Natural products OCC=O WGCNASOHLSPBMP-UHFFFAOYSA-N 0.000 description 1
- 239000005457 ice water Substances 0.000 description 1
- 239000008101 lactose Substances 0.000 description 1
- 238000000691 measurement method Methods 0.000 description 1
- 230000007246 mechanism Effects 0.000 description 1
- 239000008239 natural water Substances 0.000 description 1
- 238000005325 percolation Methods 0.000 description 1
- 239000012466 permeate Substances 0.000 description 1
- 238000005381 potential energy Methods 0.000 description 1
- 238000001953 recrystallisation Methods 0.000 description 1
- 230000001105 regulatory effect Effects 0.000 description 1
- 238000005067 remediation Methods 0.000 description 1
- 239000011435 rock Substances 0.000 description 1
- 229920006395 saturated elastomer Polymers 0.000 description 1
- 239000011780 sodium chloride Substances 0.000 description 1
- 238000010998 test method Methods 0.000 description 1
Classifications
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N15/00—Investigating characteristics of particles; Investigating permeability, pore-volume or surface-area of porous materials
- G01N15/08—Investigating permeability, pore-volume, or surface area of porous materials
- G01N15/0806—Details, e.g. sample holders, mounting samples for testing
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N15/00—Investigating characteristics of particles; Investigating permeability, pore-volume or surface-area of porous materials
- G01N15/08—Investigating permeability, pore-volume, or surface area of porous materials
- G01N15/082—Investigating permeability by forcing a fluid through a sample
- G01N15/0826—Investigating permeability by forcing a fluid through a sample and measuring fluid flow rate, i.e. permeation rate or pressure change
-
- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02A—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE
- Y02A90/00—Technologies having an indirect contribution to adaptation to climate change
- Y02A90/30—Assessment of water resources
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- Chemical & Material Sciences (AREA)
- Physics & Mathematics (AREA)
- Biochemistry (AREA)
- Health & Medical Sciences (AREA)
- Life Sciences & Earth Sciences (AREA)
- Analytical Chemistry (AREA)
- Dispersion Chemistry (AREA)
- General Health & Medical Sciences (AREA)
- General Physics & Mathematics (AREA)
- Immunology (AREA)
- Pathology (AREA)
- Fluid Mechanics (AREA)
- Investigation Of Foundation Soil And Reinforcement Of Foundation Soil By Compacting Or Drainage (AREA)
- Investigating Strength Of Materials By Application Of Mechanical Stress (AREA)
Abstract
The application discloses a frozen soil permeability coefficient measurement system, which comprises: a constant temperature box; the test bin is arranged in the constant temperature box, the side wall of the test bin is respectively provided with a plurality of pore pressure sensors and a plurality of temperature sensors, the side wall of the test bin is internally provided with a circulating channel, and the inlet and the outlet of the circulating channel are connected with the cold bath; the lower sample bin is fixed at the lower part in the test bin; the anode metal plate is arranged at the bottom of the lower sample bin; the unfrozen water source section is arranged in the lower sample bin; the lower penetration limiting plate is arranged at the top of the lower sample bin; the penetration test section is arranged in the test bin and is positioned on the lower penetration limiting plate; the upper penetration limiting plate is arranged on the penetration test section; the upper limiting ring is fixed at the upper part in the test bin; the flow metering section is arranged in the upper limiting ring; the cathode metal plate is arranged in the upper limiting ring and provided with a plurality of displacement sensors; the anode metal plate and the cathode metal plate are connected with a direct-current stabilized power supply. The application can accurately measure and obtain more accurate frozen soil permeability coefficient.
Description
Technical Field
The application relates to the technical field of frozen soil measurement, in particular to a frozen soil permeability coefficient measurement system.
Background
In the traditional and emerging frozen soil science fields of rock soil and hydraulic engineering in cold areas, artificial freezing engineering, frozen soil hydrology, water and soil environment remediation and restoration in cold areas and the like, the importance of moisture migration is widely accepted and becomes the focus of attention in academia and engineering. With the rapid increase of the number of various frozen soil projects (particularly artificial freezing) and the increasing importance of the ecological environment of frozen soil, there is an urgent need for systems and intensive researches on the permeation rule of frozen soil and the change mechanism thereof. The permeability coefficient of frozen soil is a parameter describing the permeability properties of water in frozen soil, and represents the capacity or speed of the frozen soil to penetrate water, in particular, the permeability coefficient measures the difficulty of water flowing vertically in the frozen soil. In general, measurement of the permeability coefficient of frozen soil is divided into two methods: directly measured by a permeation test and indirectly obtained by a moisture migration test under a temperature gradient.
In direct measurement, the test results are susceptible to temperature fluctuations, osmotic media, freeze-thaw cycles, sidewall flow between the test cartridge and the test soil sample, leading to large errors or test failure. In the test of directly measuring the permeability coefficient of frozen soil by using a constant water head or a variable water head, the test result is influenced by a plurality of factors. In the test process, accurate and stable negative temperature conditions need to be maintained, otherwise, the large fluctuation of temperature can cause the structural change of frozen soil to increase test errors; the osmotic medium is the key for carrying out frozen soil osmotic test, and various low-temperature non-freezing mediums such as lactose solution, glycol, decane, diesel oil, air, sodium chloride solution and the like effectively assist the smooth performance of the test. However, the infiltration of the non-freezing medium inevitably disturbs the frozen soil ice-water balance and even causes local melting, so that larger errors are generated; the learner adopts deionized water as a permeation medium, and designs a three-stage temperature control test mode of melting, freezing and thawing to eliminate the influence of ice film blocking on the surface of the sample, but the problem that the effective seepage length is difficult to determine is caused; the interface between the frozen soil sample and the infiltration bin can cause side wall flow of the infiltration medium, so that test errors and even test failures can be caused. In the indirect test, the temperature gradient is converted into a pressure gradient by the Clausius-Clapeyron equation, however, the gradient distribution of the sample temperature causes the disadvantage of uncertainty in the effective percolation length.
It can be seen that although the existing experimental study achieves a certain result, many difficulties faced by the existing experimental study result in failure to form a unified test method and standard; the data of the soil permeability test and our knowledge of the regularity are still very lacking, and the repeatability and reliability of the test results are low. In summary, the measurement of the permeability coefficient of frozen soil still faces a great challenge, and the knowledge of the permeability property of frozen soil is very limited, so that a more comprehensive research on the permeability property of frozen soil is required to be explored by a better measurement method.
Disclosure of Invention
Aiming at the defects of the prior art, the application aims to provide a frozen soil permeability coefficient measurement system.
In order to achieve the above object, an embodiment of the present application provides the following technical solution:
a frozen soil permeability coefficient measurement system, comprising:
a constant temperature box;
the test bin is arranged in the incubator, the inside of the test bin is hollow, the upper end and the lower end of the test bin are open, the side wall of the test bin is respectively provided with a plurality of pore pressure sensors and a plurality of temperature sensors, the side wall of the test bin is internally provided with a circulating channel, and the inlet and the outlet of the circulating channel are connected with the cold bath;
the lower sample bin is fixed at the lower part in the test bin, is hollow in the lower sample bin, is closed at the lower end and is open at the upper end;
the anode metal plate is arranged at the bottom of the lower sample bin;
an unfrozen water source section which is arranged in the lower sample bin and is positioned on the anode metal plate;
the lower penetration limiting plate is arranged at the top of the lower sample bin;
the penetration test section is arranged in the test bin and is positioned on the lower penetration limiting plate;
the upper penetration limiting plate is arranged on the penetration test section;
the upper limiting ring is fixed at the upper part in the test bin and is positioned on the upper permeation limiting plate;
the flow metering section is arranged in the upper limiting ring and is positioned on the upper permeation limiting plate;
the cathode metal plate is arranged in the upper limiting ring and positioned on the flow metering section, and a plurality of displacement sensors are arranged on the cathode metal plate;
the anode metal plate and the cathode metal plate are connected with a direct-current stabilized power supply.
As a further improvement of the application, the same soil body is adopted by the penetration test section and the flow metering section, and the soil body adopted by the unfrozen water source section is different from the soil body adopted by the penetration test section.
As a further improvement of the application, the unfrozen water source section is prepared from bentonite, and the penetration test section and the flow metering section are prepared from clay.
As a further improvement of the application, a lower vacuumizing valve is arranged at the position of the lower sample bin corresponding to the anode metal plate, an upper vacuumizing valve is arranged at the cathode metal plate, the lower vacuumizing valve and the upper vacuumizing valve are both connected with a three-way switch valve, and the three-way switch valve is respectively connected with a vacuum pump and a water supplementing device.
As a further improvement of the application, the inner surface layer of the lower sample bin and the inner surface layer of the upper limiting ring are both provided with Teflon coatings.
As a further improvement of the application, the inlet of the circulating channel is positioned at the top of the test chamber, and the outlet of the circulating channel is positioned at the lower side part of the test chamber.
As a further improvement of the application, the bottom of the lower sample bin is outwardly extended with a first annular part, the first annular part is fixed at the bottom of the test bin, the top of the upper limiting ring is outwardly extended with a second annular part, and the second annular part is fixed at the top of the test bin.
As a further improvement of the application, the pore pressure sensors and the temperature sensors are arranged in two groups, and the pore pressure sensors and the temperature sensors are arranged up and down.
As a further improvement of the application, the pore pressure sensor, the temperature sensor and the displacement sensor are all connected with a data acquisition system, and the data acquisition system is connected with a computer.
As a further improvement of the application, the test chamber is a plexiglas cylinder.
The beneficial effects of the application are as follows:
(1) The self-made test bin is externally connected with a cold bath, and the whole test device is placed in the incubator, so that the temperature of a test soil body can be accurately controlled, the test error is increased due to the fact that a frozen soil structure is changed due to large fluctuation of the temperature, and meanwhile, the side wall flow between a soil sample and the test bin can be restrained.
(2) Through the cooperation of lower sample bin, lower infiltration limiting plate, upper infiltration limiting plate and last spacing collar, can restrain the soil body frost heave of the infiltration test section of middle part completely, avoid soil body frost heave to make the porosity and the seepage flow that seepage flow channel reduces and lead to reduce and influence test result, can prevent simultaneously that moisture from gathering and influencing the measuring result of flow measurement section at the infiltration test section through restraining frost heave, also can prevent that functional section soil body juncture from forming the ice film and making moisture migration hindered through restraining frost heave.
(3) The unfrozen water migration uniformly occurs in the whole frozen soil body under the electroosmosis effect, so that the problems of ice film, side wall flow, osmotic medium disturbance and the like in the conventional frozen soil permeation test are avoided, and the method has great advantages in the aspect of frozen soil permeability measurement. According to the application, pore water seepage is caused by electroosmosis, the difference of the seepage speed along the potential direction causes generation of negative pore pressure, the negative pore pressure gradient is equivalent to the hydraulic gradient causing moisture migration, and the displacement sensor under electroosmosis is combined to accurately record the change of the frost heaviness of the flow metering section to reveal the development process of the seepage speed, so that the more accurate frozen soil seepage coefficient can be obtained.
Drawings
In order to more clearly illustrate the embodiments of the present application or the technical solutions in the prior art, the drawings that are required to be used in the embodiments or the description of the prior art will be briefly described below, and it is obvious that the drawings in the following description are only some embodiments described in the present application, and other drawings may be obtained according to the drawings without inventive effort to those skilled in the art.
FIG. 1 is a schematic diagram of a system architecture of a preferred embodiment of the present application;
FIG. 2 is a schematic view of the structure of the test chamber according to the preferred embodiment of the present application, wherein the test chamber is provided with a circulation channel;
FIG. 3 is a cross-sectional view of FIG. 2;
FIG. 4 is a schematic view of the structure of a lower sample compartment according to a preferred embodiment of the present application;
FIG. 5 is a schematic view of the structure of the upper stop collar according to the preferred embodiment of the present application;
in the figure: 1. the device comprises a constant temperature box, 2, a test bin, 21, a pore pressure sensor, 22, a temperature sensor, 23, a circulating channel, 231, an inlet, 232, an outlet, 3, a cold bath, 4, a lower sample bin, 41, a first annular part, 411, a first threaded hole, 412, a first bolt, 51, an anode metal plate, 52, a cathode metal plate, 61, an unfrozen water source section, 62, a penetration test section, 63, a flow metering section, 71, a lower penetration limiting plate, 72, an upper penetration limiting plate, 73, an upper limiting ring, 731, a second annular part, 7311, a second threaded hole, 7312, a second bolt, 7313, a through hole, 8, a displacement sensor, 91, a direct current stabilized voltage power supply, 92, a lower vacuumizing valve, 93, an upper vacuumizing valve, 94, a three-way switch valve, 95, a vacuum pump, 96, a water supplementing device, 97, a data acquisition system, 98 and a computer.
Detailed Description
In order to make the technical solution of the present application better understood by those skilled in the art, the technical solution of the present application will be clearly and completely described below with reference to the accompanying drawings in the embodiments of the present application, and it is apparent that the described embodiments are only some embodiments of the present application, not all embodiments. All other embodiments, which can be made by those skilled in the art based on the embodiments of the present application without making any inventive effort, shall fall within the scope of the present application.
Referring to fig. 1-3, an embodiment of the present application discloses a system for measuring permeability coefficient of frozen soil, comprising: a thermostat 1; the test bin 2 is arranged in the incubator 1, the inside of the test bin 2 is hollow, the upper end and the lower end of the test bin 2 are open, the side wall of the test bin 2 is respectively provided with a plurality of pore pressure sensors 21 and a plurality of temperature sensors 22, the side wall of the test bin 2 is internally provided with a circulating channel 23, and an inlet 231 and an outlet 232 of the circulating channel 23 are both connected with the cold bath 3; the lower sample bin 4 is fixed at the lower part in the test bin 2, and the lower sample bin 4 is hollow and has a closed lower end and an open upper end; an anode metal plate 51 provided at the bottom of the lower sample chamber 4; an unfrozen water source section 61 which is arranged in the lower sample bin 4 and is positioned on the anode metal plate 51; a lower penetration limit plate 71 provided at the top of the lower sample bin 4; the penetration test section 62 is arranged in the test bin 2 and is positioned on the lower penetration limiting plate 71; an upper penetration limiting plate 72 disposed on the penetration test section 62; an upper limit ring 73 fixed to the upper portion inside the test chamber 2 and located on the upper penetration limit plate 72; a flow metering section 63 disposed within the upper stop collar 73 and on the upper permeate stop plate 72; the cathode metal plate 52 is arranged in the upper limiting ring 73 and positioned on the flow metering section 63, and a plurality of displacement sensors 8 are arranged on the cathode metal plate 52; the anode metal plate 51 and the cathode metal plate 52 are connected to a dc regulated power supply 91.
Through the cooperation of the anode metal plate 51, the cathode metal plate 52 and the direct-current stabilized power supply 91, when an electric field is applied to soil body, pore water can move towards the cathode, namely electroosmosis phenomenon, namely that the unfrozen pore water in the anode region can obviously migrate towards the cathode region under the potential gradient. According to the embodiment, the test bin 2 is externally connected with the cold bath 3, and meanwhile, the temperature of a test soil body can be accurately controlled by matching with the incubator 1, so that the test error is increased due to the fact that the frozen soil structure is changed due to large fluctuation of the temperature, and meanwhile, the side wall flow effect between a soil sample and the test bin 2 can be restrained. The lower permeation limiting plate 71 and the upper permeation limiting plate 72 can facilitate the seepage of unfrozen water, simultaneously through the arrangement of the lower sample bin 4, the lower permeation limiting plate 71, the upper permeation limiting plate 72 and the upper limiting ring 73, and the lower sample bin 4 and the upper limiting ring 73 are fixed in the test bin 2, so that the space enclosed by the lower sample bin 4 and the lower permeation limiting plate 71 is unchanged, the space enclosed by the upper permeation limiting plate 72, the test bin 2 and the lower permeation limiting plate 71 is unchanged, thereby inhibiting the frost heaving of the soil mass of the unfrozen water source section 61 at the lower part and the permeation testing section 62 at the middle part, preventing the seepage water from freezing in the permeation testing section 62, avoiding the reduction of the porosity and seepage flow caused by the reduction of seepage flow channels due to the recrystallization of the water mass of the permeation testing section 62, avoiding experimental result errors caused by the structural changes of the unfrozen water source section 61 and the permeation testing section 62, simultaneously preventing the accumulation of water in the permeation testing section 62 from influencing the measurement result of the flow metering section 63, and preventing the formation of an ice film at the junction by inhibiting the frost heaving. In this embodiment, the same soil is preferably used for the penetration test section 62 and the flow metering section 63, and the soil used for the unfrozen water source section 61 is different from the soil used for the penetration test section 62. The hydraulic gradient is equivalent by the data acquired by the pore pressure sensor 21. The temperature of the soil body is accurately mastered by the temperature sensor 22, and a change formula of the permeability coefficient of the frozen soil along with the temperature can be deduced by a controlled variable test, so that a basis is provided for the drainage consolidation of an artificial freezing method and a freezing-thawing effect.
Preferably, the test chamber 2 is a plexiglas cylinder, durable, and convenient for subsequent parts to be installed in the test chamber 2 and for viewing the conditions within the test chamber 2.
The same soil body is adopted in the penetration test section 62 and the flow metering section 63, and the soil body adopted in the unfrozen water source section 61 is different from the soil body adopted in the penetration test section 62.
Specifically, the unfrozen water source section 61 is prepared from bentonite, and the penetration test section 62 and the flow metering section 63 are prepared from clay. The bentonite has large specific surface area and high porosity, so that the unfrozen water content in the unfrozen water source section 61 is high and the permeation channels are more. The penetration test section 62 and the flow metering section 63 are not limited to clay, and can select corresponding soil according to test requirements.
Preferably, filter papers (not shown in the figure) are arranged on the lower permeation limiting plate 71 and the upper permeation limiting plate 72, so that the filter soil body can be blocked, and permeation of unfrozen water is facilitated.
Preferably, a lower vacuumizing valve 92 is arranged at a position of the lower sample bin 4 corresponding to the anode metal plate 51, an upper vacuumizing valve 93 is arranged at the cathode metal plate 52, the lower vacuumizing valve 92 and the upper vacuumizing valve 93 are both connected with a three-way switch valve 94, and the three-way switch valve 94 is respectively connected with a vacuum pump 95 and a water supplementing device 96. Specifically, internal threads are formed at the position of the lower sample chamber 4 corresponding to the anode metal plate 51, so as to realize threaded fixation with the lower vacuumizing valve 92. Specifically, an internal thread is provided at the cathode metal plate 52 to achieve screw-fastening with the upper vacuum valve 93. The three-way switch valve 94 is communicated with the vacuum pump 95, and the lower vacuumizing valve 92 and the upper vacuumizing valve 93 are used for vacuumizing respectively, and then the three-way switch valve 94 is communicated with the water supplementing device 96, so that the test soil body is saturated, and the permeation speed is convenient to improve.
In this embodiment, the inner surface layer of the lower sample chamber 4 and the inner surface layer of the upper limit ring 73 are preferably provided with teflon coatings (not shown in the figure), so that the lower sample chamber 4 is prevented from contacting the anode metal plate 51 and the upper limit ring 73 is prevented from contacting the cathode metal plate 52 to conduct electricity.
In order to facilitate the connection with the cold bath 3, it is preferred that the inlet 231 of the circulation channel 23 is located at the top of the test chamber 2 and the outlet 232 of the circulation channel 23 is located at the lower side of the test chamber 2.
In order to improve the stability between the lower sample chamber 4 and the test chamber 2, referring to fig. 4 and 5, it is preferable that the bottom of the lower sample chamber 4 is outwardly extended with a first annular portion 41, the first annular portion 41 is fixed at the bottom of the test chamber 2, the top of the upper limiting ring 73 is outwardly extended with a second annular portion 731, and the second annular portion 731 is fixed at the top of the test chamber 2.
Specifically, a plurality of first threaded holes 411 are formed in the first annular portion 41 along the circumferential direction, and a plurality of first bolts 412 are respectively screwed into the bottom of the test chamber 2 through the plurality of first threaded holes 411 to lock the first annular portion 41 and the test chamber 2. A plurality of second threaded holes 7311 are formed in the second annular portion 731 along the circumferential direction, and a plurality of second bolts 7312 are respectively screwed into the top of the test chamber 2 through the plurality of second threaded holes 7311 to lock the second annular portion 731 and the test chamber 2.
In order to facilitate the passage of the inlet 231 of the circulation passage 23, it is preferable that the second annular portion 731 is provided with a through hole 7313, and the inlet 231 extends into the through hole 7313.
The hole pressure sensors 21 and the temperature sensors 22 are arranged in two groups, and the hole pressure sensors 21 and the temperature sensors 22 are arranged up and down, so that the hole pressure difference value and the temperature of the soil body can be accurately mastered.
In this embodiment, the pore pressure sensor 21, the temperature sensor 22 and the displacement sensor 8 are preferably connected with a data acquisition system 97, and the data acquisition system 97 is connected with a computer 98.
In frozen soil, electroosmosis can cause movement of weakly bound water in unfrozen pores, consistent with migration media and channels under other potential energy such as temperature, load, etc. When the electro osmosis is performed, pore water seepage is caused, the unfrozen water migrates from the unfrozen water source section 61 to the permeation test section 62, the difference of the seepage speed along the potential direction causes generation of negative pore pressure, the negative pore pressure gradient is equivalent to the hydraulic gradient causing water migration, the unfrozen water continues to migrate to the flow metering section 63 to be allowed to freeze again, the seepage is accurately measured through the frost heaviness of the flow metering section 63, and the more accurate frozen soil permeability coefficient can be obtained by matching with the hydraulic gradient.
In order to better illustrate the frozen soil permeability coefficient measurement system of the present application, the following details of the measurement steps are described:
1. an anode metal plate 51 is placed at the bottom of the lower sample compartment 4. The soil body of the unfrozen water source section 61 is prepared by bentonite, and the bentonite has large specific surface area and high unfrozen water content. When a plurality of groups of test soil bodies are prepared, the method for controlling the dry density is adopted by the unfrozen water source section 61 at the lower part, and the same batch of soil samples with the same mass are taken and put into the lower sample bin 4 for compaction until the compacted soil bodies are flush with the top end of the lower sample bin 4.
2. The lower permeation limiting plate 71 is covered on the upper portion of the lower sample chamber 4, and then the whole is inserted into the test chamber 2 and the lower permeation limiting plate 71 is fixed with the test chamber 2. Soil of the penetration test section 62 is added into the test chamber 2 from the upper part of the test chamber 2, the pore pressure sensor 21 and the temperature sensor 22 are arranged at the test design position during the process, the soil of the penetration test section 62 is compacted, and 'multiple-small-compensation' is adopted during the process until the compacted soil is flush with the first notch arranged in the test chamber 2.
3. The upper penetration limiting plate 72 is placed in the test chamber 2 and covers the upper part of the soil body of the penetration test section 62, and the upper limiting ring 73 is inserted and fixed with the test chamber 2. The same batch of soil sample as the penetration test section 62 is added into the upper limit ring 73 to form the flow metering section 63, during which the soil mass is compacted by 'multiple small compensation' until reaching the second notch arranged in the upper limit ring 73, then the cathode metal plate 52 is covered on the upper part of the soil mass of the flow metering section 63, and the displacement sensor 8 is arranged on the upper part of the cathode metal plate 52.
4. The pore pressure sensor 21, the temperature sensor 22 and the displacement sensor 8 are connected with a data acquisition system 97, the data acquisition system 97 is connected with a computer 98, and the anode metal plate 51 and the cathode metal plate 52 are connected with a direct-current stabilized power supply 91.
5. The lower and upper evacuation valves 92 and 93 are opened and a vacuum pump 95 is connected to evacuate according to the test design. After the vacuumizing is finished, the lower vacuumizing valve 92 and the upper vacuumizing valve 93 are adjusted to be communicated with the water supplementing device 96 through the three-way switch valve 94, so that natural water supplementing is realized. The water level of the water replenishment device 96 is not changed, and the lower evacuation valve 92 and the upper evacuation valve 93 are closed.
6. The inlet 231 and the outlet 232 of the circulation channel 23 of the test chamber 2 are connected to the cold bath 3, the whole test chamber 2 is put into the incubator 1, and the cold bath 3 and the incubator 1 are adjusted to a lower temperature so that the internal soil body is quickly frozen.
7. After the soil body is completely frozen, the cold bath 3 and the incubator 1 are adjusted to the set temperature for test, the temperature sensor 22 is used for observing, and after the soil body reaches the set temperature, the direct current stabilized power supply 91 is turned on to start the test.
8. The data acquisition system 97 periodically acquires the values of the pore pressure sensor 21, the temperature sensor 22 and the displacement sensor 8 according to the test design and transmits the values to the computer 98 for recording.
9. According to studies by burt.p., horiguchi k., seyfried m.s. et al, it was found that the conditions of use of darcy's law are still satisfied in frozen soil, whereby darcy's law v=k×i is utilized, wherein: v is the seepage rate, k is the permeability coefficient, i is the hydraulic gradient, to measure the permeability coefficient k of the frozen soil. Under the present test system, the pore pressure gradient acquired by the upper and lower pore pressure sensors 21 is equivalent to the hydraulic gradient i, since the gradient is dimensionless, v and k are the same unit. Another formula v=q/a according to darcy's law, wherein: q is seepage flow, the unit is mm in length/s, A is the cross-sectional area of the soil sample. Q in the test is determined by multiplying the displacement increment Δh by a and dividing by the set recording time interval, so v is numerically equal to the displacement increment Δh divided by the set recording time interval. And (3) a relation curve of the seepage velocity v and the hydraulic gradient i is made, and the slope of the linear section is taken as the frozen soil permeability coefficient k under the condition. Time can be introduced as a parameter to analyze the permeation coefficient variation process, thereby analyzing the measured most economical duration to provide a reference for actual engineering.
It will be evident to those skilled in the art that the application is not limited to the details of the foregoing illustrative embodiments, and that the present application may be embodied in other specific forms without departing from the spirit or essential characteristics thereof. The present embodiments are, therefore, to be considered in all respects as illustrative and not restrictive, the scope of the application being indicated by the appended claims rather than by the foregoing description, and all changes which come within the meaning and range of equivalency of the claims are therefore intended to be embraced therein. Any reference sign in a claim should not be construed as limiting the claim concerned.
Furthermore, it should be understood that although the present disclosure describes embodiments, not every embodiment is provided with a separate embodiment, and that this description is provided for clarity only, and that the disclosure is not limited to the embodiments described in detail below, and that the embodiments described in the examples may be combined as appropriate to form other embodiments that will be apparent to those skilled in the art.
Claims (10)
1. A frozen soil permeability coefficient measurement system, comprising:
a constant temperature box;
the test bin is arranged in the incubator, the inside of the test bin is hollow, the upper end and the lower end of the test bin are open, the side wall of the test bin is respectively provided with a plurality of pore pressure sensors and a plurality of temperature sensors, the side wall of the test bin is internally provided with a circulating channel, and the inlet and the outlet of the circulating channel are connected with the cold bath;
the lower sample bin is fixed at the lower part in the test bin, is hollow in the lower sample bin, is closed at the lower end and is open at the upper end;
the anode metal plate is arranged at the bottom of the lower sample bin;
an unfrozen water source section which is arranged in the lower sample bin and is positioned on the anode metal plate;
the lower penetration limiting plate is arranged at the top of the lower sample bin;
the penetration test section is arranged in the test bin and is positioned on the lower penetration limiting plate;
the upper penetration limiting plate is arranged on the penetration test section;
the upper limiting ring is fixed at the upper part in the test bin and is positioned on the upper permeation limiting plate;
the flow metering section is arranged in the upper limiting ring and is positioned on the upper permeation limiting plate;
the cathode metal plate is arranged in the upper limiting ring and positioned on the flow metering section, and a plurality of displacement sensors are arranged on the cathode metal plate;
the anode metal plate and the cathode metal plate are connected with a direct-current stabilized power supply.
2. The frozen soil permeability coefficient measurement system according to claim 1, wherein the permeability test section and the flow metering section both adopt the same soil body, and the soil body adopted by the unfrozen water source section is different from the soil body adopted by the permeability test section.
3. The system for measuring the permeability coefficient of frozen soil according to claim 2, wherein the unfrozen water source section is prepared from bentonite, and the permeability test section and the flow metering section are both prepared from clay.
4. The frozen soil permeability coefficient measurement system according to claim 1, wherein a lower vacuumizing valve is arranged at a position corresponding to the lower sample bin and the anode metal plate, an upper vacuumizing valve is arranged at the cathode metal plate, the lower vacuumizing valve and the upper vacuumizing valve are both connected with a three-way switch valve, and the three-way switch valve is respectively connected with a vacuum pump and a water supplementing device.
5. The frozen soil permeability coefficient measurement system according to claim 1, wherein the inner surface layer of the lower sample chamber and the inner surface layer of the upper limiting ring are both provided with teflon coatings.
6. A frozen soil permeability coefficient measurement system according to claim 1, wherein the inlet of the circulation channel is located at the top of the test chamber and the outlet of the circulation channel is located at the lower side of the test chamber.
7. The frozen soil permeability coefficient measurement system according to claim 1, wherein the bottom of the lower sample compartment is outwardly extended with a first annular portion, the first annular portion is fixed to the bottom of the test compartment, the top of the upper stop collar is outwardly extended with a second annular portion, and the second annular portion is fixed to the top of the test compartment.
8. A frozen soil permeability coefficient measurement system according to claim 1, wherein the pore pressure sensors and the temperature sensors are arranged in two groups, and the pore pressure sensors and the temperature sensors are arranged up and down.
9. The frozen soil permeability coefficient measurement system according to claim 1, wherein the pore pressure sensor, the temperature sensor and the displacement sensor are all connected with a data acquisition system, and the data acquisition system is connected with a computer.
10. A frozen soil permeability coefficient measurement system according to claim 1, wherein the test cartridge is a plexiglas cartridge.
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