CN113092282B - Geotechnical testing device for low-temperature frozen soil undisturbed sample - Google Patents
Geotechnical testing device for low-temperature frozen soil undisturbed sample Download PDFInfo
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- CN113092282B CN113092282B CN202110256932.2A CN202110256932A CN113092282B CN 113092282 B CN113092282 B CN 113092282B CN 202110256932 A CN202110256932 A CN 202110256932A CN 113092282 B CN113092282 B CN 113092282B
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N3/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N3/24—Investigating strength properties of solid materials by application of mechanical stress by applying steady shearing forces
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N2203/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N2203/02—Details not specific for a particular testing method
- G01N2203/022—Environment of the test
- G01N2203/0222—Temperature
- G01N2203/0224—Thermal cycling
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N2203/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N2203/02—Details not specific for a particular testing method
- G01N2203/06—Indicating or recording means; Sensing means
- G01N2203/067—Parameter measured for estimating the property
- G01N2203/0676—Force, weight, load, energy, speed or acceleration
Abstract
The invention relates to a geotechnical testing device for a low-temperature frozen soil undisturbed sample, which comprises a mercury pressure loading device, wherein an annular cooling device is stacked on the surface of the mercury pressure loading device, a cavity for placing the undisturbed frozen soil sample is arranged at the central position of the annular cooling device, an upper pressure bearing plate is covered at the opening end of the cavity, a shear wave velocity transmitter is installed on the upper pressure bearing plate, a lower pressure bearing plate is fixedly arranged at the bottom of the cavity, a shear wave velocity receiver is installed at the center of the lower pressure bearing plate, a temperature probe is vertically and fixedly arranged at the central position of the shear wave velocity receiver and extends towards the inner direction of the cavity, and the shear wave velocity receiver is matched with the shear wave velocity transmitter; the method overcomes the defects that the conventional undisturbed frozen soil sample has large test disturbance and is difficult to ensure a low-temperature environment in the test process, and can quickly and accurately determine the relevant design parameters of geotechnical engineering in frozen soil regions.
Description
Technical Field
The invention relates to a geotechnical testing device for a low-temperature frozen soil undisturbed sample, and belongs to the technical field of geotechnical engineering test research.
Background
With the development of economy in cold regions, large-scale construction waves of water conservancy projects, industrial and civil buildings and traffic and transportation projects are raised in frozen soil areas. The requirements on the testing precision of rock-soil body parameters are higher and higher when the large-scale hydraulic engineering, the high-speed railway, the super high-rise building and other infrastructures are designed. Because the geotechnical test process takes longer time, the dissolution and the flow of the moisture in the sample can damage the structure of the sample and further influence the test result. Therefore, in order to ensure the stability and safety of buildings on the upper part of the frozen soil layer and improve the testing precision of the frozen soil sample, the original structure of the frozen soil sample needs to be ensured to the maximum extent.
The static soil pressure coefficient and the compression characteristic are important geotechnical engineering parameters, and whether the static soil pressure coefficient and the compression characteristic of the frozen soil can be accurately measured has direct influence on foundation pit engineering, slope stability design and the like of the frozen soil field. According to the traditional triaxial test and consolidation test testing equipment, due to the fact that the sample is complex to prepare and long in time consumption, the freezing of moisture in the frozen soil test cannot be guaranteed in the testing process. Even if the test equipment is placed in a low-temperature environment, the dissolved water cannot be quickly frozen and recovered during the test preparation, and the flow of pore water in the soil body can also greatly influence the test result. The shear wave velocity is a key index for reflecting soil body shear modulus, Young modulus and other soil dynamics parameters, and the measurement of the shear wave velocity is usually integrated in dynamic triaxial bending element equipment at present. For the test of frozen soil samples, the time spent on sample preparation, transfer and installation on an instrument needs to be strictly controlled, the requirement on the proficiency of test skills is high, the test is carried out at normal temperature, and the influence of temperature on the samples is ignored. The test precision of the frozen soil sample is low. The coefficient of thermal conductivity of frozen soil is an important index for representing the response of the frozen soil to external thermal disturbance, the secondary heat transfer process and the freezing and ablation rates.
At present, the domestic and foreign measurement of the coefficient of thermal conductivity is mainly a steady state method and a transient state method. Although the steady-state method is simple in principle and a calculation method, the time is long, and the measurement of one sample can be completed only by lasting for several hours or even more than ten hours. Although the transient method is complex in calculation and principle, the time consumption is short, and the transient method is more suitable for frozen soil samples which are difficult to store, so that the transient method is frequently adopted. However, the traditional transient test equipment can only test under the condition that the soil sample is not stressed at room temperature, and the influence of the stress state of the soil body on the test result cannot be considered, so that the thermal characteristics of the in-situ soil body cannot be accurately represented. In summary, in order to improve the testing accuracy of the undisturbed sample of frozen soil and quickly and comprehensively test geotechnical parameters such as static soil pressure coefficient, shear wave velocity, compression, stress strain characteristics and the like of the undisturbed sample of frozen soil, the disturbance of temperature change to the sample in the test needs to be reduced, and the in-situ stress state of a soil body needs to be restored. It is very necessary to develop a geotechnical test device for undisturbed samples of low-temperature frozen soil.
Disclosure of Invention
The invention provides a geotechnical testing device for a low-temperature frozen soil undisturbed sample, which overcomes the defects that the conventional frozen soil undisturbed sample has large testing disturbance and is difficult to ensure a low-temperature environment in the testing process, and can quickly and accurately determine the related design parameters of geotechnical engineering in a frozen soil region.
The technical scheme adopted by the invention for solving the technical problems is as follows:
a geotechnical test device for original-state samples of low-temperature frozen soil comprises a geotechnical test device body placed in a reaction frame, wherein the geotechnical test device body comprises a mercury pressure loading device, an annular cooling device is stacked on the surface of the mercury pressure loading device, a cavity for placing original-state frozen soil samples is arranged at the center of the annular cooling device, an upper bearing plate is covered at the opening end of the cavity, a shear wave velocity transmitter is installed on the upper bearing plate, a lower bearing plate is fixedly arranged at the bottom of the cavity, a shear wave velocity receiver is installed at the center of the lower bearing plate, a temperature probe is vertically and fixedly arranged at the center of the shear wave velocity receiver and extends towards the inner direction of the cavity, and the shear wave velocity receiver is matched with the shear wave velocity transmitter;
the shear wave velocity transmitter is communicated with the shear wave excitation device, and the shear wave velocity receiver is communicated with the shear wave velocity measurement and temperature monitor;
the mercury pressure loading device is positioned at the bottom of the annular cooling device, and the mercury pressure loading device is started to apply pressure to the bottom of the cavity for placing the original-state frozen soil sample, so that the load is applied to the original-state frozen soil sample;
as a further preferred aspect of the present invention, the annular cooling device includes an annular cooling chamber having a hollow annular column structure, and a chamber for holding the undisturbed frozen soil sample is provided at an annular center of the annular cooling chamber;
the inner wall of the annular cooling cavity is made of a flexible film, and a liquid pressure gauge is installed on the outer wall of the inner cavity of the annular cooling cavity;
a liquid inlet valve and a liquid outlet valve are respectively arranged on the side wall of the annular cooling cavity and are symmetrically distributed;
the surface and the bottom surface of the annular cooling cavity are respectively provided with a wire groove;
as a further optimization of the invention, refrigerating fluid is filled in the annular cooling cavity, the refrigerating fluid circulating pressure controller is respectively communicated with the liquid inlet valve and the liquid outlet valve, and the refrigerating fluid circulating pressure controller is also communicated with the liquid pressure gauge;
as a further optimization of the invention, the flexible film is made of silicon rubber, and the thickness of the flexible film is less than or equal to 1 mm;
as a further preferred aspect of the present invention, the mercury pressure loading device includes an annular pressurizing chamber, which is a hollow annular column structure, the annular center of the annular pressurizing chamber is a pressurizing chamber, a piston is embedded in an opening of the pressurizing chamber, and the piston is matched and attached to the lower bearing plate;
a mercury pressurizing channel is arranged in the annular pressurizing chamber, and a mercury pressure gauge is arranged on the inner side of the annular outer wall of the annular pressurizing chamber;
as a further preferred aspect of the present invention, the mercury pressurizing passage and the mercury pressure gauge are connected to the mercury pressure and volume measuring and controlling controller;
as a further preferable aspect of the present invention, a seal ring is provided between the piston and the side wall of the pressurizing chamber;
as a further preferred aspect of the present invention, the temperature probe has a length of 20mm and a diameter of less than 2 mm;
further preferably, the frequency of acquisition of the temperature data by the shear wave velocity measurement and temperature monitor is 5 s/time or less.
Through the technical scheme, compared with the prior art, the invention has the following beneficial effects:
1. the components of the soil test device provided by the invention can be disassembled and freely combined, so that the sample preparation time of a frozen soil sample is greatly shortened, the sample preparation difficulty is reduced, and the technical requirements on operators are reduced;
2. the invention can ensure the measurement precision and simultaneously solve the problems that the existing geotechnical test equipment can not measure the static soil pressure coefficient of the frozen soil sample and the thermal conductivity coefficient of the frozen soil undisturbed sample.
Drawings
The invention is further illustrated with reference to the following figures and examples.
FIG. 1 is a schematic overall structure of a preferred embodiment provided by the present invention;
FIG. 2 is a schematic structural view of an annular cooling device provided by the present invention;
FIG. 3 is a schematic structural diagram of a mercury pressure loading device provided by the present invention;
fig. 4 is a schematic structural diagram of a shear wave velocity transmitter and a shear wave velocity receiver provided by the invention.
In the figure: the device comprises a refrigerating fluid circulation pressure controller, a mercury pressure and volume measurement controller, a shear wave excitation device, a shear wave velocity measuring and temperature monitoring device, a reaction frame, a ring cooling device, a mercury pressure loading device, a shear wave velocity transmitter, a shear wave velocity receiver with a temperature probe, an undisturbed frozen soil sample 10, a flexible film 11, a liquid inlet valve 12, a liquid outlet valve 13, a liquid pressure gauge 14, a wire casing 15, a mercury pressurizing channel 16, a mercury pressure gauge 17, a pressurizing chamber 18, a piston 19, an upper bearing plate 20, a lower bearing plate 22 and a temperature probe 21, wherein the refrigerating fluid circulation pressure controller 1, the mercury pressure and volume measurement controller 2, the shear wave excitation device 3, the shear wave velocity measuring and temperature monitoring device 5, the mercury pressure loading device 7, the shear wave velocity transmitter, the shear wave velocity receiver with the temperature probe, the original frozen soil sample 10, the flexible film 11, the liquid inlet valve 12, the liquid outlet valve 13, the liquid pressure gauge 14, the wire casing 15, the mercury pressurizing channel 17, the mercury pressurizing channel 18, the pressurizing chamber 18, the piston, the upper bearing plate 20 and the lower bearing plate 22.
Detailed Description
The present invention will now be described in further detail with reference to the accompanying drawings. In the description of the present application, it is to be understood that the terms "left side", "right side", "upper part", "lower part", etc., indicate orientations or positional relationships based on those shown in the drawings, and are only for convenience of describing the present invention and simplifying the description, but do not indicate or imply that the referred device or element must have a specific orientation, be constructed in a specific orientation, and be operated, and that "first", "second", etc., do not represent an important degree of the component parts, and thus are not to be construed as limiting the present invention. The specific dimensions used in the present example are only for illustrating the technical solution and do not limit the scope of protection of the present invention.
For improving frozen soil undisturbed sample's measuring accuracy, geotechnological parameters such as static soil pressure coefficient, shear wave velocity, compression, stress strain characteristic of quick, comprehensive test frozen soil undisturbed sample, this application aims at providing a geotechnological testing arrangement of frozen soil undisturbed sample of low temperature, and figure 1 shows, is its overall structure schematic diagram, can see from the picture that whole geotechnological testing arrangement includes following several parts: the core of the whole geotechnical testing device is that as shown in fig. 4, a cavity for placing an undisturbed frozen soil sample 10 is arranged at the center of the annular cooling device, an upper pressure bearing plate 20 is covered at the opening end of the cavity, a shear wave velocity transmitter 8 is installed on the upper pressure bearing plate, a lower pressure bearing plate 22 is fixedly arranged at the bottom of the cavity, and a shear wave velocity receiver is installed at the center of the lower pressure bearing plate; a temperature probe 21 is vertically and fixedly arranged at the central position of the shear wave velocity receiver, the temperature probe extends towards the inner direction of the chamber, and the shear wave velocity receiver is matched with the shear wave velocity transmitter; to reduce damage and disturbance to the soil sample and to take into account the durability of the probe, the length of the temperature probe is set to 20mm and the diameter is less than 2 mm.
Specifically, fig. 2 is a schematic diagram of a specific structure of an annular cooling device, which includes an annular cooling chamber having a hollow annular column structure, and a chamber for placing an undisturbed frozen soil sample is disposed in an annular center of the annular cooling chamber; the inner wall of the annular cooling chamber is made of a flexible film 11, the flexible film is made of silicon rubber or other low-temperature-resistant and low-elasticity-membrane rubber, the thickness of the flexible film is smaller than that of the flexible film, the thickness of the flexible film is 1mm or less, a liquid pressure gauge 14 is installed on the outer wall of the inner cavity of the annular cooling chamber, and the liquid pressure gauge is a film pressure gauge and is communicated with the refrigerating fluid circulating pressure controller 1 through a sealing valve located on the outer wall of the annular cooling chamber; the liquid pressure gauge attached to the inner wall of the annular cooling chamber is used for measuring the pressure of the refrigerating fluid, the refrigerating fluid is used for transferring the lateral horizontal effective stress of the soil body, and the static soil pressure coefficient is calculated by combining the mercury pressure gauge 17. The problem of traditional consolidation apparatus can't accurate measurement frozen soil sample static soil pressure coefficient is solved.
A liquid inlet valve 12 and a liquid outlet valve 13 are respectively arranged on the side wall of the annular cooling cavity, refrigerating fluid is contained in the annular cooling cavity, and a refrigerating fluid circulating pressure controller is respectively communicated with the liquid inlet valve and the liquid outlet valve and is used for controlling the circulation of the refrigerating fluid; the liquid inlet valve and the liquid outlet valve are symmetrically distributed; the surface and the bottom surface of the annular cooling chamber are respectively provided with a wire groove 15 for placing data wires of a shear wave speed transmitter and a shear wave speed receiver;
the shear wave velocity transmitter is communicated with the shear wave excitation device 3 and is used for controlling the excitation of the shear wave velocity; the shear wave velocity receiver is communicated with the shear wave velocity measuring and temperature monitoring device 4 and is used for controlling the receiving of the shear wave velocity and the temperature, and the real-time data display can be realized;
in the present application, pore water dissolved during preparation of frozen soil samples can be rapidly frozen using a freezing fluid as a refrigerant. In the test process, confining pressure can be applied to reduce the in-situ stress state of the frozen soil sample, and the frozen state of the soil sample can be ensured.
Fig. 3 is a schematic structural diagram of the mercury pressure loading device, which is located at the bottom of the annular cooling device, and includes an annular pressurizing chamber 18, which is a hollow annular column structure, the center of the ring is the pressurizing chamber, a piston 19 is embedded at an opening of the pressurizing chamber, the piston is matched and attached to the lower bearing plate, and a sealing ring is arranged between the piston and the side wall of the pressurizing chamber in order to ensure the sealing performance; the annular pressurizing cavity is internally provided with a mercury pressurizing channel 16 for injecting mercury into the pressurizing cavity from a mercury pressure and volume measuring controller 2, the annular outer wall of the annular pressurizing cavity is provided with a mercury pressure gauge for measuring loading pressure, and the mercury pushes a piston to carry out pressure loading on an original frozen soil sample.
Adopt mercury to load the frozen soil sample as the compression liquid, measure the vertical deformation of sample through measureing the change of pressurization cavity mercury volume, compare with traditional loading device, saved external displacement table for the structure is simpler, and it is more simple and convenient to operate, considers the low compressibility of mercury simultaneously, makes to measure more accurately.
Example (b):
in order to illustrate the soil testing device provided by the application, the implementation process of one embodiment is illustrated, firstly, whether the instrument is intact is checked, the instrument equipment is connected, a shear wave speed receiver 9 with a temperature probe is placed on a piston of a mercury pressure loading device, and a shear wave speed measuring and temperature monitor is communicated; the annular cooling device is placed above the mercury pressure loading device, the liquid inlet valve, the liquid outlet valve and the liquid pressure gauge are connected with the refrigerating fluid circulation pressure controller, and the mercury pressurizing channel and the mercury pressure gauge of the mercury pressure loading device are connected with the mercury pressure and volume measurement controller.
After an original-state frozen soil sample to be detected is manufactured, the original-state frozen soil sample is pressed into a cavity at the annular center of an annular cooling device, a temperature probe is inserted into the center of the original-state frozen soil sample, then a shear wave velocity transmitter is placed at the top of the original-state frozen soil sample, and the whole geotechnical testing device body is basically assembled and placed into a reaction frame 5.
During the test, the inner diameter of an undisturbed frozen soil sample is set to be 39.1mm, the outer diameter is set to be 100mm, the height is set to be 50mm, an annular cooling device is arranged according to the setting standard, and meanwhile, the outer diameter of an annular pressurizing chamber of a mercury pressure loading device is set to be 100mm, the height is set to be 50mm, and the diameter of a piston is set to be 39.1 mm;
the method comprises the steps of starting a refrigerating fluid circulation pressure controller, filling the annular cooling device with refrigerating fluid, setting the temperature of the refrigerating fluid to be lower than-20 ℃, starting a mercury pressure and volume measurement controller, filling a pressurizing cavity with mercury, injecting the mercury into the pressurizing cavity from a mercury pressurizing channel by the mercury pressure and volume measurement controller, applying pressure, pushing a piston to move towards the annular cooling device, pressurizing a frozen soil sample, recording the volume of the injected mercury in the pressurizing process, collecting the mercury pressure by a mercury pressure gauge, and respectively providing confining pressure and vertical load according to test requirements to carry out loading test on the original frozen soil sample.
Multiple readings can be taken during the test: specifically, the geotechnical parameters such as static soil pressure coefficient, compression, stress-strain characteristics and the like of the undisturbed frozen soil sample are calculated through load and volume readings in a refrigerating fluid circulation pressure controller and a mercury pressure and volume measurement controller. Wherein the static soil pressure coefficient is calculated by the following formula:
in the formula, K0Is the static soil pressure coefficient of soil body, sigma'hIs soil body lateral horizontal effective stress (kPa), namely the pressure reading of the refrigerating fluid circulating pressure controller, sigma'vThe vertical effective stress (kPa) of the soil body is the pressure reading of the mercury pressure and volume measurement controller.
In the test, when the undisturbed frozen soil sample is in different stress states, the shear wave speed transmitter and the shear wave speed receiver with the temperature probe respectively transmit and receive shear waves, and the soil dynamics characteristics of the undisturbed frozen soil sample under different stress conditions are researched. Wherein, the shear wave velocity of the soil body is calculated by adopting the following formula:
in the formula, VsThe shear wave speed (mm/ms) of the frozen soil sample is shown, L' is the height (mm) of the frozen soil sample when the shear wave is excited, t is the time reading in the shear wave speed measurement and temperature monitor, L is the initial height of the frozen soil test, namely 50mm, delta V is the compressed volume of the frozen soil sample, namely the volume reading of the mercury pressure and volume measurement controller, and S is the bottom area of the frozen soil sample.
In the test, the measurement of the thermal conductivity coefficient needs to evacuate the refrigerating fluid in the annular cooling chamber, so that the annular cooling chamber is vacuumized, the refrigerating fluid is controlled to be 0 ℃ by a refrigerating fluid circulating pressure controller, a temperature probe is controlled by a shear wave speed measurement and temperature monitor at a frequency less than 5 s/time to heat, the rise and the fall of the temperature along with the time are recorded, and the influence of different original states of stress on the thermal conductivity coefficient of the original frozen soil sample is further researched; the test method can rapidly measure the thermal conductivity coefficient of the frozen soil sample in an in-situ stress state through the temperature probe before and after the test is started, can study the change of the thermal conductivity coefficient of the frozen soil sample along with consolidation pressure and consolidation time, and solves the problem that the existing geotechnical test equipment cannot test the thermal conductivity coefficient of the original frozen soil sample.
It will be understood by those skilled in the art that, unless otherwise defined, all terms (including technical and scientific terms) used herein have the same meaning as commonly understood by one of ordinary skill in the art to which this application belongs. It will be further understood that terms, such as those defined in commonly used dictionaries, should be interpreted as having a meaning that is consistent with their meaning in the context of the prior art and will not be interpreted in an idealized or overly formal sense unless expressly so defined herein.
The meaning of "and/or" as used herein is intended to include both the individual components or both.
The term "connected" as used herein may mean either a direct connection between components or an indirect connection between components via other components.
In light of the foregoing description of the preferred embodiment of the present invention, many modifications and variations will be apparent to those skilled in the art without departing from the spirit and scope of the invention. The technical scope of the present invention is not limited to the content of the specification, and must be determined according to the scope of the claims.
Claims (9)
1. The utility model provides a geotechnological testing arrangement of frozen soil original state sample of low temperature, is including placing the geotechnological testing arrangement body in the reaction frame, its characterized in that: the geotechnical testing device body comprises a mercury pressure loading device, an annular cooling device is stacked on the surface of the mercury pressure loading device, a cavity for placing an original frozen soil sample is arranged at the center of the annular cooling device, an upper bearing plate is covered at the opening end of the cavity, a shear wave velocity transmitter is installed on the upper bearing plate, a lower bearing plate is fixedly arranged at the bottom of the cavity, a shear wave velocity receiver is installed at the center of the lower bearing plate, a temperature probe is vertically and fixedly arranged at the center of the shear wave velocity receiver and extends towards the inner direction of the cavity, and the shear wave velocity receiver is matched with the shear wave velocity transmitter;
the shear wave velocity transmitter is communicated with the shear wave excitation device, and the shear wave velocity receiver is communicated with the shear wave velocity measurement and temperature monitor;
mercury pressure loading device is located annular cooling device's bottom, realizes exerting pressure to the bottom of the cavity of placing the original state frozen soil sample through starting mercury pressure loading device to apply the load to the original state frozen soil sample.
2. The geotechnical test device for undisturbed samples of low-temperature frozen soil according to claim 1, which is characterized in that: the annular cooling device comprises an annular cooling cavity which is of a hollow annular column structure, and a cavity for placing an undisturbed frozen soil sample is arranged at the annular center of the annular cooling cavity;
the inner wall of the annular cooling cavity is made of a flexible film, and a liquid pressure gauge is installed on the outer wall of the inner cavity of the annular cooling cavity;
a liquid inlet valve and a liquid outlet valve are respectively arranged on the side wall of the annular cooling cavity and are symmetrically distributed;
and the surface and the bottom surface of the annular cooling cavity are respectively provided with a wire groove.
3. The geotechnical test device for undisturbed samples of low-temperature frozen soil according to claim 2, which is characterized in that: the refrigerating fluid is filled in the annular cooling cavity, the refrigerating fluid circulating pressure controller is respectively communicated with the liquid inlet valve and the liquid outlet valve, and the refrigerating fluid circulating pressure controller is also communicated with the liquid pressure gauge.
4. The geotechnical test device for undisturbed samples of low-temperature frozen soil according to claim 2, which is characterized in that: the flexible film is made of silicon rubber, and the thickness of the flexible film is less than or equal to 1 mm.
5. The geotechnical test device for undisturbed samples of low-temperature frozen soil according to claim 1, which is characterized in that: the mercury pressure loading device comprises an annular pressurizing chamber which is of a hollow annular column structure, the center of the ring is the pressurizing chamber, a piston is embedded in an opening of the pressurizing chamber, and the piston is matched and attached with the lower bearing plate;
a mercury pressurizing channel is arranged in the annular pressurizing chamber, and a mercury pressure gauge is arranged on the inner side of the annular outer wall of the annular pressurizing chamber.
6. The geotechnical test device for undisturbed samples of low-temperature frozen soil according to claim 5, which is characterized in that: the mercury pressurizing channel and the mercury pressure gauge are connected with the mercury pressure and volume measuring and controlling controller at the same time.
7. The geotechnical test device for undisturbed samples of low-temperature frozen soil according to claim 5, which is characterized in that: a sealing ring is arranged between the piston and the side wall of the pressurizing chamber.
8. The geotechnical test device for undisturbed samples of low-temperature frozen soil according to claim 1, which is characterized in that: the aforementioned temperature probe has a length of 20mm and a diameter of less than 2 mm.
9. The geotechnical test device for undisturbed samples of low-temperature frozen soil according to claim 1, which is characterized in that: the frequency of the shear wave velocity measurement and the temperature monitor for acquiring the temperature data is less than or equal to 5 s/time.
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| CN115290450A (en) * | 2022-10-09 | 2022-11-04 | 北京建筑大学 | Loading device, triaxial apparatus pressure chamber and frozen soil triaxial apparatus |
| CN115979880B (en) * | 2022-11-25 | 2023-06-20 | 中国矿业大学 | Device and method for testing near-surface soil water retention curve under low-stress environment |
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| CN102313673A (en) * | 2011-08-04 | 2012-01-11 | 北京交通大学 | Full-automatic, digital and large frozen soil direct shear apparatus |
| CN103175742A (en) * | 2013-03-06 | 2013-06-26 | 北京交通大学 | Frozen soil dynamic load direct shear apparatus |
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| CN109490103A (en) * | 2018-12-18 | 2019-03-19 | 重庆交通大学 | Frost zone direct shear test system and its test method |
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| CN109470578B (en) * | 2018-12-28 | 2024-02-27 | 内蒙古工业大学 | Test device and test method for regulating low-temperature environment |
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| CN102313673A (en) * | 2011-08-04 | 2012-01-11 | 北京交通大学 | Full-automatic, digital and large frozen soil direct shear apparatus |
| CN103175742A (en) * | 2013-03-06 | 2013-06-26 | 北京交通大学 | Frozen soil dynamic load direct shear apparatus |
| CN104266915A (en) * | 2014-09-26 | 2015-01-07 | 天津大学 | Shear wave stimulating device applicable to dynamic photo-elasticity experiment |
| CN105388219A (en) * | 2015-10-26 | 2016-03-09 | 东南大学 | Piezoelectric ring excitation device for testing granular material shear wave velocity and indoor testing device |
| CN109490103A (en) * | 2018-12-18 | 2019-03-19 | 重庆交通大学 | Frost zone direct shear test system and its test method |
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