CN110806372A - Soil body penetration test device and method under variable stress condition - Google Patents
Soil body penetration test device and method under variable stress condition Download PDFInfo
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- CN110806372A CN110806372A CN201911182461.4A CN201911182461A CN110806372A CN 110806372 A CN110806372 A CN 110806372A CN 201911182461 A CN201911182461 A CN 201911182461A CN 110806372 A CN110806372 A CN 110806372A
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- 239000002689 soil Substances 0.000 title claims abstract description 75
- 238000012360 testing method Methods 0.000 title claims abstract description 39
- 238000000034 method Methods 0.000 title claims abstract description 27
- 230000035515 penetration Effects 0.000 title claims abstract description 17
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 144
- 230000035699 permeability Effects 0.000 claims abstract description 17
- 238000006073 displacement reaction Methods 0.000 claims abstract description 6
- 238000012544 monitoring process Methods 0.000 claims abstract description 4
- 239000002351 wastewater Substances 0.000 claims abstract description 4
- 238000010998 test method Methods 0.000 claims abstract description 3
- 230000001681 protective effect Effects 0.000 claims description 13
- 239000004816 latex Substances 0.000 claims description 12
- 229920000126 latex Polymers 0.000 claims description 12
- 229910000831 Steel Inorganic materials 0.000 claims description 6
- 239000010959 steel Substances 0.000 claims description 6
- 238000006243 chemical reaction Methods 0.000 claims description 5
- 230000008595 infiltration Effects 0.000 claims description 3
- 238000001764 infiltration Methods 0.000 claims description 3
- 230000003204 osmotic effect Effects 0.000 claims description 3
- 238000001914 filtration Methods 0.000 claims description 2
- 239000012528 membrane Substances 0.000 claims 1
- 230000003247 decreasing effect Effects 0.000 abstract description 3
- 238000009412 basement excavation Methods 0.000 description 2
- 239000011435 rock Substances 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000010276 construction Methods 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000002347 injection Methods 0.000 description 1
- 239000007924 injection Substances 0.000 description 1
- 238000009434 installation Methods 0.000 description 1
- 238000005325 percolation Methods 0.000 description 1
- 239000011148 porous material Substances 0.000 description 1
- 238000005086 pumping Methods 0.000 description 1
- 229920006395 saturated elastomer Polymers 0.000 description 1
- 238000005527 soil sampling Methods 0.000 description 1
- 239000000243 solution Substances 0.000 description 1
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- 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
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Abstract
The invention discloses a soil body penetration test device and a soil body penetration test method under a variable stress condition, and the soil body penetration test device comprises a base, wherein a soil sample, a sample chamber, a water inlet device, a water outlet device, an electronic displacement meter, a lateral loading hydraulic cylinder, a vertical loading hydraulic cylinder and a computer are arranged on the base, the soil sample is in a square column shape and is arranged in a central grid of the sample chamber, the water inlet device is used for providing penetration water pressure for the soil sample, the water storage device is used for collecting test wastewater and monitoring the seepage condition in the test process, the lateral loading hydraulic cylinder applies horizontal load to the side surface of the soil sample through a lateral pressure plate, the vertical loading hydraulic cylinder applies vertical load to the top surface of the soil sample through a water inlet groove, and the computer is respectively connected with the lateral loading hydraulic cylinder and the vertical loading hydraulic cylinder to control the magnitude. The invention can simulate the real stress state of the sample in the test process, and can change the stress state of one or more surfaces of the sample according to the requirement, thereby accurately obtaining the change rule of the permeability coefficient of the soil body in the stress increasing and decreasing process.
Description
Technical Field
The invention relates to the field of geotechnical engineering, in particular to a soil body permeation test device and method under a variable stress condition.
Background
In saturated soils, water flows through the pores under pressure to form a percolation phenomenon. The permeability is an important characteristic of soil, seepage can cause deformation of the soil body, engineering safety is directly influenced, and research on the permeability and seepage rule of the soil has important significance on engineering practice. The permeability characteristics of the soil body can be obtained through two ways, namely a field method or an indoor method, wherein the field method mostly adopts a water pumping method or a water injection method, and the indoor method adopts a permeability test device, such as a Darcy permeability test device. However, when the existing penetration test device and method are used for carrying out penetration tests on soil bodies, soil samples under a constant stress state are adopted, the stress state and the change process of the soil bodies are mostly ignored, and the situation is obviously not consistent with the actual situation. For example, in the tunnel excavation process, the surrounding rock in front of the tunnel face is in a six-face stress state, and as the tunnel excavation is carried out, the ground stress of one face close to the tunnel face is gradually released, so that the surrounding rock state is changed, and the permeability is further influenced; in the process of filling the high embankment, along with the filling of the upper soil body, the stress of the lower soil body is gradually increased, and the permeability characteristic of the soil body is changed. Therefore, the conventional penetration test apparatus cannot accurately simulate the penetration characteristics of soil under the variable stress condition.
Disclosure of Invention
The invention aims to provide a soil body permeation test device and method under a variable stress condition.
In order to achieve the purpose, the technical scheme of the invention is as follows: a soil body penetration test device under variable stress condition comprises a base, wherein the base is provided with a hole
The soil sample is in a square column shape, and a protective film is coated outside the soil sample;
the sample chamber for containing the soil sample comprises side pressure plates arranged along each side of a square shape and side limiting plates arranged along the extending direction of two ends of each side pressure plate, every two adjacent side limiting plates are connected with each other and arranged in a well grid shape with the side pressure plates, and the soil sample is placed between central grids enclosed by the side pressure plates;
the water inlet device for providing osmotic water pressure for the soil sample comprises a water inlet pipe, wherein one end of the water inlet pipe is communicated with a water supply tank, the water inlet pipe is sequentially communicated with a booster pump, a first water pressure gauge and a first flow control valve along the direction far away from the water supply tank, the tail end of the water inlet pipe is communicated with a water inlet groove, the water inlet groove is square and is arranged on the upper end surface of the soil sample, and the lower end of the water inlet groove is connected with a protective film flange;
the water outlet device for collecting the test wastewater comprises a water outlet groove, wherein the water outlet groove is square and is arranged at the bottom of the soil sample, the upper end of the water outlet groove is connected with the protective film flange, the lower end of the water outlet groove is communicated with a water outlet pipe, the water outlet pipe is sequentially communicated with a second water pressure gauge, a flow meter, a second flow control valve and a water storage water tank along the direction far away from the square of the water outlet groove, and the second water pressure gauge and the flow meter are used for monitoring the seepage condition in the test process;
the electronic displacement meters are respectively arranged on the pressure plates on the sides and the water inlet tank and are used for measuring the lateral deformation and the vertical deformation of the soil sample;
the loading mechanism comprises lateral loading hydraulic cylinders corresponding to the side pressure plates and vertical loading hydraulic cylinders corresponding to the water inlet grooves, the lateral loading hydraulic cylinders are respectively connected with the corresponding side pressure plates, and horizontal loads are applied to the side faces of the soil sample through the side pressure plates; the vertical loading hydraulic cylinder is connected with the water inlet tank, and vertical load is applied to the top surface of the soil sample through the water inlet tank;
the computer is respectively connected with the lateral loading hydraulic cylinder and the vertical loading hydraulic cylinder and controls the size of the output load; the computer is also connected with the first flow control valve and the second flow control valve respectively to control the start and stop of the water inlet device and the water outlet device.
Further, the loading mechanism further comprises a reaction frame, the reaction frame comprises stand columns and cross beams, the stand columns are arranged in a cross shape, the cross beams are in a cross shape, the end parts of the cross beams are respectively supported at the top ends of the stand columns, the lateral loading hydraulic cylinders are respectively installed on the stand columns, and the vertical loading hydraulic cylinders are installed on the cross beams.
Furthermore, the side limiting plate is an L-shaped plate, and a linear sliding groove is formed in the side surface of the L-shaped plate; the side pressure plate is a U-shaped plate, and the outer side faces of legs of the U-shaped plate are provided with sliding blocks embedded in the linear sliding grooves.
Furthermore, an anti-filtration layer is arranged between the soil sample and the water inlet tank and between the soil sample and the water outlet tank.
Further, the protective film adopts a latex sleeve.
A soil body penetration test method under a variable stress condition comprises the following steps:
s1, fixing the lower end of a latex sleeve and a water outlet tank by using a flange plate, arranging an inverted filter layer above a square water outlet tank, installing a rectangular steel die outside the latex sleeve, preparing a sample on the water outlet tank in a layering manner according to the requirements of geotechnical test regulation SL237-1999, recording the side length L and the height h of the bottom surface of the sample, placing the inverted filter layer on the upper end surface of the sample, detaching the rectangular steel die, placing a water inlet tank on the sample, and fixing the upper end of the latex sleeve and the water inlet tank by using the flange plate;
s2, mounting each lateral loading hydraulic cylinder on an upright post of the counterforce frame, and connecting the output end of each lateral loading hydraulic cylinder with a corresponding lateral pressure plate; mounting a vertical loading hydraulic cylinder on a cross beam of a counterforce frame;
s3, controlling the lateral loading hydraulic cylinder and the vertical loading hydraulic cylinder through a computer to enable each lateral pressure plate to be in contact with the side surface of the sample, and enabling the vertical loading hydraulic cylinder to be connected with the output end of the vertical loading hydraulic cylinder and the upper end surface of the water inlet tank;
s4, controlling the lateral loading hydraulic cylinder and the vertical loading hydraulic cylinder to output designated loads respectively through the computer;
s5, opening the first flow control valve, starting the booster pump after the first water pressure meter and the second water pressure count value are constant, applying water pressure, controlling the flow through the flow control valve, and simultaneously opening the second flow control valve to start the permeation test;
s6, controlling the output load of the vertical loading hydraulic cylinder and the lateral loading hydraulic cylinder by using a computer, changing the stress state of one or more surfaces of the sample, simulating the stress change process of the soil body, and recording the height deformation quantity delta h and the length deformation quantity delta L of the sample in t time1Width deformation amount DeltaL2The flow rate Q through the sample, and the first water pressure reading p at the end of this time1Second water pressure gauge reading p2Then, the permeability coefficient calculation formula is:
s7 and repeating S6, the permeability characteristics of the sample under different stress states can be obtained.
The invention has the beneficial effects that: the invention can simulate the real stress state of the sample in the test process, can change the stress state of one or more surfaces of the sample according to the requirement, accurately obtains the change rule of the permeability coefficient of the soil body in the stress increasing and decreasing process, and the test result is more in line with the engineering practice. The invention has simple structure, convenient operation and convenient popularization and use.
Drawings
FIG. 1 is a schematic structural view of the present invention;
FIG. 2 is a schematic diagram of the construction of the sample chamber;
FIG. 3 is a schematic view of the installation of a soil sample;
in the figure, 1, a base; 2. soil sampling; 3. a protective film; 4. a side pressure plate; 5. a side limiting plate; 6. a water inlet pipe; 7. a water supply tank; 8. a booster pump; 9. a first water pressure gauge; 10. a first flow control valve; 11. a water inlet groove; 12. a water outlet groove; 13. a water outlet pipe; 14. a second water pressure gauge; 15. a flow meter; 16. a second flow control valve; 17. a water storage tank; 18. an electronic displacement meter; 19. a lateral loading hydraulic cylinder; 20. a vertical loading hydraulic cylinder; 21. a column; 22. a cross member.
Detailed Description
The technical solution in the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings.
As shown in figures 1-3, the soil body penetration test device under the variable stress condition comprises a base 1, wherein the base 1 is provided with a soil body penetration test device
The soil sample 2 is a square column, and a protective film 3 is coated outside the soil sample 2; the protective film 3 is preferably a latex sleeve;
the sample chamber for containing the soil sample 2 comprises side pressure plates 4 arranged along each side of a square shape and side limiting plates 5 arranged along the extending direction of two ends of each side pressure plate 4, every two adjacent side limiting plates 5 are connected and arranged in a well grid shape with the side pressure plates 4, and the soil sample 2 is placed between central cells enclosed by the side pressure plates 4; the side limiting plate 5 is an L-shaped plate, and a linear sliding groove is formed in the side surface of the L-shaped plate; the side pressure plate 4 is a U-shaped plate, and the outer side surfaces of legs of the U-shaped plate are provided with sliding blocks embedded in the linear sliding grooves;
the water inlet device for providing osmotic water pressure for the soil sample 2 comprises a water inlet pipe 6, wherein one end of the water inlet pipe 6 is communicated with a water supply tank 7, the water inlet pipe 6 is sequentially communicated with a booster pump 8, a first water pressure gauge 9 and a first flow control valve 10 along the direction far away from the water supply tank 7, the tail end of the water inlet pipe 6 is communicated with a water inlet groove 11, the water inlet groove 11 is square and is arranged on the upper end surface of the soil sample 2, and the lower end of the water inlet groove 11 is in flange connection with the protective film 3;
the water outlet device for collecting the test wastewater comprises a water outlet groove 12, wherein the water outlet groove 12 is square and is arranged at the bottom of the soil sample 2, the upper end of the water outlet groove 12 is in flange connection with the protective film 3, the lower end of the water outlet groove 12 is communicated with a water outlet pipe 13, the water outlet pipe 13 is sequentially communicated with a second water pressure gauge 14, a flow meter 15, a second flow control valve 16 and a water storage tank 17 along the square far away from the water outlet groove 12, and the second water pressure gauge 14 and the flow meter 15 are used for monitoring the seepage condition in the test process;
the electronic displacement meters 18 are respectively arranged on the side pressure plates 4 and the water inlet tank 11 and are used for measuring the lateral deformation and the vertical deformation of the soil sample 2;
the loading mechanism comprises lateral loading hydraulic cylinders 19 corresponding to the side pressure plates 4 and vertical loading hydraulic cylinders 20 corresponding to the water inlet grooves 11, the lateral loading hydraulic cylinders 19 are respectively connected with the corresponding side pressure plates 4, and horizontal loads are applied to the side faces of the soil sample 2 through the side pressure plates 4; the vertical loading hydraulic cylinder 20 is connected with the water inlet tank 11, and applies vertical load to the top surface of the soil sample 2 through the water inlet tank 11; the reaction frame comprises upright columns 21 and cross beams 22, the upright columns 21 are arranged in a cross shape, the cross beams 22 are in a cross shape, the end parts of the cross beams are respectively supported at the top ends of the upright columns 21, the lateral loading hydraulic cylinders 19 are respectively arranged on the upright columns 21, and the vertical loading hydraulic cylinders 20 are arranged on the cross beams 22;
the computer is respectively connected with the lateral loading hydraulic cylinder 19 and the vertical loading hydraulic cylinder 20 and controls the size of the output load; the computer is also connected with the first flow control valve 10 and the second flow control valve 16 respectively to control the start and stop of the water inlet device and the water outlet device.
The computer is also respectively connected with the electronic displacement meter 18, the flowmeter 15, the first water pressure meter 9 and the second water pressure meter 14, acquires test parameter information through a software program, and calculates and displays the deformation condition and the permeability coefficient of the sample in real time.
The invention can simulate the real stress state of the sample in the test process, can change the stress state of one or more surfaces of the sample according to the requirement, accurately obtains the change rule of the permeability coefficient of the soil body in the stress increasing and decreasing process, and the test result is more in line with the engineering practice. The invention has simple structure, convenient operation and convenient popularization and use.
The experimental device is used for carrying out the soil body infiltration test under the variable stress condition, and the steps are as follows:
s1, fixing the lower end of a latex sleeve with a water outlet tank 12 by using a flange plate, arranging an inverted filter layer above the square water outlet tank 12, installing a rectangular steel die outside the latex sleeve, preparing a sample on the water outlet tank 12 in a layering manner according to the requirement of geotechnical test regulation SL237-1999, recording the side length L and the height h of the bottom surface of the sample, placing the inverted filter layer on the upper end surface of the sample, detaching the rectangular steel die, placing a water inlet tank 11 on the sample, and fixing the upper end of the latex sleeve with the water inlet tank 11 by using the flange plate;
s2, each lateral loading hydraulic cylinder 19 is installed on the upright post 21 of the counterforce frame, and the output end of the lateral loading hydraulic cylinder is connected with the corresponding lateral pressure plate; mounting a vertical loading hydraulic cylinder 20 on a cross beam 22 of a counterforce frame;
s3, controlling the lateral loading hydraulic cylinder 19 and the vertical loading hydraulic cylinder 20 through a computer to enable each lateral pressure plate to be in contact with the side surface of the sample, and enabling the vertical loading hydraulic cylinder 20 and the output end of the vertical loading hydraulic cylinder to be connected with the upper end surface of the water inlet tank 11;
s4, controlling the lateral loading hydraulic cylinder 19 and the vertical loading hydraulic cylinder 20 to output specified loads respectively through the computer;
s5, opening the first flow control valve 10, starting the booster pump 8 after the numerical values of the first water pressure gauge 9 and the second water pressure gauge 14 are constant, applying water pressure, controlling the flow through the flow control valve, simultaneously opening the second flow control valve 16, and starting the permeation test;
s6, controlling the output load of the vertical loading hydraulic cylinder 20 and the lateral loading hydraulic cylinder 19 by using a computer, changing the stress state of one or more surfaces of the sample, simulating the stress change process of the soil body, and recording the height deformation quantity delta h and the length deformation quantity delta L of the sample in t time1Width deformation amount DeltaL2The flow rate Q through the sample, and the readings p1 and p2 of the first and second water pressure gauges 9 and 14 at the end of the time, the permeability coefficient is calculated as:
s7 and repeating S6, the permeability characteristics of the sample under different stress states can be obtained.
The described embodiments are only some embodiments of the invention, not all embodiments. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the scope of the present invention.
Claims (6)
1. A soil body penetration test device under a variable stress condition is characterized by comprising a base, wherein the base is provided with a hole
The soil sample is in a square column shape, and a protective film is coated outside the soil sample;
the sample chamber for containing the soil sample comprises side pressure plates arranged along each side of a square shape and side limiting plates arranged along the extending direction of two ends of each side pressure plate, every two adjacent side limiting plates are connected with each other and arranged in a well grid shape with the side pressure plates, and the soil sample is placed between central grids enclosed by the side pressure plates;
the water inlet device for providing osmotic water pressure for the soil sample comprises a water inlet pipe, wherein one end of the water inlet pipe is communicated with a water supply tank, the water inlet pipe is sequentially communicated with a booster pump, a first water pressure gauge and a first flow control valve along the direction far away from the water supply tank, the tail end of the water inlet pipe is communicated with a water inlet groove, the water inlet groove is square and is arranged on the upper end surface of the soil sample, and the lower end of the water inlet groove is connected with a protective film flange;
the water outlet device for collecting the test wastewater comprises a water outlet groove, wherein the water outlet groove is square and is arranged at the bottom of the soil sample, the upper end of the water outlet groove is connected with the protective film flange, the lower end of the water outlet groove is communicated with a water outlet pipe, the water outlet pipe is sequentially communicated with a second water pressure gauge, a flow meter, a second flow control valve and a water storage water tank along the direction far away from the square of the water outlet groove, and the second water pressure gauge and the flow meter are used for monitoring the seepage condition in the test process;
the electronic displacement meters are respectively arranged on the pressure plates on the sides and the water inlet tank and are used for measuring the lateral deformation and the vertical deformation of the soil sample;
the loading mechanism comprises lateral loading hydraulic cylinders corresponding to the side pressure plates and vertical loading hydraulic cylinders corresponding to the water inlet grooves, the lateral loading hydraulic cylinders are respectively connected with the corresponding side pressure plates, and horizontal loads are applied to the side faces of the soil sample through the side pressure plates; the vertical loading hydraulic cylinder is connected with the water inlet tank, and vertical load is applied to the top surface of the soil sample through the water inlet tank;
the computer is respectively connected with the lateral loading hydraulic cylinder and the vertical loading hydraulic cylinder and controls the size of the output load; the computer is also connected with the first flow control valve and the second flow control valve respectively to control the start and stop of the water inlet device and the water outlet device.
2. The soil infiltration testing device under variable stress condition of claim 1, wherein the loading mechanism further comprises a reaction frame, the reaction frame comprises upright columns and cross beams, the upright columns are arranged in a cross shape, the cross beams are arranged in a cross shape, the end parts of the cross beams are respectively supported at the top ends of the upright columns, the lateral loading hydraulic cylinders are respectively installed on the upright columns, and the vertical loading hydraulic cylinders are installed on the cross beams.
3. The soil body penetration test device under variable stress conditions of claim 1, wherein the side limiting plate is an L-shaped plate, and a linear chute is arranged on the side surface of the L-shaped plate; the side pressure plate is a U-shaped plate, and the outer side faces of legs of the U-shaped plate are provided with sliding blocks embedded in the linear sliding grooves.
4. The soil infiltration testing device under variable stress conditions of claim 1, wherein the anti-filtration layer is arranged between the soil sample and the water inlet tank and between the soil sample and the water outlet tank.
5. The apparatus of claim 1, wherein the protective membrane is a latex sleeve.
6. A soil body penetration test method under a variable stress condition is characterized by comprising the following steps:
s1, fixing the lower end of a latex sleeve and a water outlet tank by using a flange plate, arranging an inverted filter layer above a square water outlet tank, installing a rectangular steel die outside the latex sleeve, preparing a sample on the water outlet tank in a layering manner according to the requirements of geotechnical test regulation SL237-1999, recording the side length L and the height h of the bottom surface of the sample, placing the inverted filter layer on the upper end surface of the sample, detaching the rectangular steel die, placing a water inlet tank on the sample, and fixing the upper end of the latex sleeve and the water inlet tank by using the flange plate;
s2, mounting each lateral loading hydraulic cylinder on an upright post of the counterforce frame, and connecting the output end of each lateral loading hydraulic cylinder with a corresponding lateral pressure plate; mounting a vertical loading hydraulic cylinder on a cross beam of a counterforce frame;
s3, controlling the lateral loading hydraulic cylinder and the vertical loading hydraulic cylinder through a computer to enable each lateral pressure plate to be in contact with the side surface of the sample, and enabling the vertical loading hydraulic cylinder to be connected with the output end of the vertical loading hydraulic cylinder and the upper end surface of the water inlet tank;
s4, controlling the lateral loading hydraulic cylinder and the vertical loading hydraulic cylinder to output designated loads respectively through the computer;
s5, opening the first flow control valve, starting the booster pump after the first water pressure meter and the second water pressure count value are constant, applying water pressure, controlling the flow through the flow control valve, and simultaneously opening the second flow control valve to start the permeation test;
s6, controlling the output load of the vertical loading hydraulic cylinder and the lateral loading hydraulic cylinder by using a computer, changing the stress state of one or more surfaces of the sample, simulating the stress change process of the soil body, and recording the height deformation quantity delta h and the length deformation quantity delta L of the sample in t time1Width deformation amount DeltaL2The flow rate Q through the sample, and the first water pressure reading p at the end of this time1Second water pressure gauge reading p2Then, the permeability coefficient calculation formula is:
s7 and repeating S6, the permeability characteristics of the sample under different stress states can be obtained.
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| CN201911182461.4A CN110806372A (en) | 2019-11-27 | 2019-11-27 | Soil body penetration test device and method under variable stress condition |
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Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112505296A (en) * | 2020-11-19 | 2021-03-16 | 山东大学 | Soil body form test device, system and method under seepage effect |
| CN112665983A (en) * | 2020-12-30 | 2021-04-16 | 甘肃畅陇公路养护技术研究院有限公司 | Geotechnical CBR automatic test device |
| CN113390761A (en) * | 2021-06-23 | 2021-09-14 | 中国地质大学（武汉） | Fracture seepage test system and method |
| WO2021227394A1 (en) * | 2020-05-09 | 2021-11-18 | 青岛理工大学 | Horizontal drainage performance comprehensive testing apparatus and method |
| CN114383950A (en) * | 2022-01-11 | 2022-04-22 | 中国矿业大学 | Semi-consolidated loose body in-situ experimental method |
| CN114544453A (en) * | 2020-11-25 | 2022-05-27 | 天津市地质矿产测试中心 | Seepage device, test system and test method for high-pressure seepage of soil body |
| CN116448577A (en) * | 2023-04-20 | 2023-07-18 | 深地科学与工程云龙湖实验室 | Device and method for testing permeability characteristics of broken rock with variable pore structure |
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2019
- 2019-11-27 CN CN201911182461.4A patent/CN110806372A/en active Pending
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| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| WO2021227394A1 (en) * | 2020-05-09 | 2021-11-18 | 青岛理工大学 | Horizontal drainage performance comprehensive testing apparatus and method |
| CN112505296A (en) * | 2020-11-19 | 2021-03-16 | 山东大学 | Soil body form test device, system and method under seepage effect |
| CN114544453A (en) * | 2020-11-25 | 2022-05-27 | 天津市地质矿产测试中心 | Seepage device, test system and test method for high-pressure seepage of soil body |
| CN112665983A (en) * | 2020-12-30 | 2021-04-16 | 甘肃畅陇公路养护技术研究院有限公司 | Geotechnical CBR automatic test device |
| CN113390761A (en) * | 2021-06-23 | 2021-09-14 | 中国地质大学（武汉） | Fracture seepage test system and method |
| CN114383950A (en) * | 2022-01-11 | 2022-04-22 | 中国矿业大学 | Semi-consolidated loose body in-situ experimental method |
| CN114383950B (en) * | 2022-01-11 | 2024-05-31 | 中国矿业大学 | In-situ experimental method for semi-solid loose body |
| CN116448577A (en) * | 2023-04-20 | 2023-07-18 | 深地科学与工程云龙湖实验室 | Device and method for testing permeability characteristics of broken rock with variable pore structure |
| CN116448577B (en) * | 2023-04-20 | 2024-01-09 | 深地科学与工程云龙湖实验室 | Device and method for testing permeability characteristics of broken rock with variable pore structure |
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