CN114324113A - Test device and method for measuring permeability coefficient and permeability path of soil-structure interface - Google Patents
Test device and method for measuring permeability coefficient and permeability path of soil-structure interface Download PDFInfo
- Publication number
- CN114324113A CN114324113A CN202111641296.1A CN202111641296A CN114324113A CN 114324113 A CN114324113 A CN 114324113A CN 202111641296 A CN202111641296 A CN 202111641296A CN 114324113 A CN114324113 A CN 114324113A
- Authority
- CN
- China
- Prior art keywords
- soil
- sample
- water
- permeability
- pressure
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Pending
Links
Images
Landscapes
- Investigating Strength Of Materials By Application Of Mechanical Stress (AREA)
Abstract
The invention relates to a test device for measuring the permeability coefficient and the permeability path of a soil-structure interface, which comprises a triaxial system, a pressure loading system, a soil particle collecting system and a data acquisition system, wherein the triaxial system is connected with the pressure loading system; the tri-axial system includes a pressure chamber; the pressure loading system comprises an input water head panel, an output water head panel and a confining pressure control panel; the soil particle collecting system comprises a conical drain pipe, a soil particle collector, a precision balance and a turbidimeter; the data acquisition system is respectively connected with the input water head panel, the output water head panel, the confining pressure control panel, the turbidimeter and the precision balance; the pressure chamber is connected with the confining pressure control panel; the top cap is connected with the input water head panel; the soil particle collector is connected with the water delivery head panel; the conical drain pipe is connected with the soil particle collector. The invention can realize the experimental study on the interface infiltration erosion characteristics under different confining pressures and different interface roughness, and monitor the whole process from the beginning to the final destruction of the interface seepage.
Description
Technical Field
The invention relates to the technical field of geotechnical engineering geotechnical tests, in particular to a test device and a method for determining an interfacial permeability coefficient and a permeability path of a soil-structure.
Background
The soil-structure interface widely exists in water conservancy, civil engineering, building, traffic and other projects, and is different from a conventional homogeneous soil body or a structure, and the discontinuity of the soil-structure interface obviously changes the arrangement mode of particles in the soil body. Therefore, the mechanical properties of the soil-structure interface are obviously weakened, and the soil-structure interface is often destroyed under the action of external stress. It can be seen that the complexity of the soil-structure interface greatly increases the complexity of the soil-structure complex, so that the complex and the soil body show great difference, on one hand, the damage interface of the complex is changed, and on the other hand, the complex enters the damage stage earlier. When the soil body is affected by seepage for a long time, the existence of the soil-structure interface induces the formation of a preferential seepage channel, which may cause the scouring and even the osmotic damage of soil particles at the interface, further accelerate the instability of the soil-structure and endanger the safety of the structure. Therefore, the permeability characteristic of the soil-structure interface is proved, the complexity of the mechanical property of the soil-structure interface is revealed, and the method has important significance for reasonably evaluating the safety of the structure.
Disclosure of Invention
In view of the above, the present invention provides a test apparatus and a method for determining an interfacial permeability coefficient and a permeation path of a soil-structure, which are used for implementing a permeation and erosion process of a sample containing an interface, facilitating dynamic change of the soil-structure interfacial permeability process through datamation, reproducing the permeation and erosion path, and visually disclosing a dynamic evolution law of the interfacial permeability.
In order to achieve the purpose, the invention adopts the following technical scheme:
a test device for measuring the permeability coefficient and the permeability path of a soil-structure interface comprises a triaxial system, a pressure loading system, a soil particle collecting system and a data acquisition system; the tri-axial system includes a pressure chamber; the pressure loading system comprises an input water head panel, an output water head panel and a confining pressure control panel; the soil particle collecting system comprises a conical drain pipe, a soil particle collector, a precision balance and a turbidimeter; the data acquisition system is respectively connected with the input water head panel, the output water head panel, the confining pressure control panel, the turbidimeter and the precision balance; the pressure chamber is connected with the confining pressure control panel; the top cap is connected with the input water head panel; the soil particle collector is connected with the water delivery head panel; the conical drain pipe is connected with the soil particle collector.
Further, the pressure chamber is provided with a top cap, a porous water permeable plate, a high-permeability geotextile, a soil body, a structure, a porous plate and a hollow base; the structure is hollow inside the base; the soil body is wrapped on the outer side of the structure; the perforated plate is arranged at the upper part of the hollow base and is used for filling a sample; the high-permeability geotextile is laid on the upper layer of the sample; the porous permeable plate and the top cap are sequentially arranged above the high-permeability geotextile.
Further, a latex film is arranged in the pressure chamber and used for sealing the side face of the cylindrical sample.
Furthermore, the perforated plate is provided with evenly distributed round holes, the size of the opening is determined by the grading of the soil sample particles to be measured, and the perforated plate is arranged on the upper part of the hollow base and used for bearing the test sample.
Further, the soil particle collector is connected with the output water head panel through a hose; a filter screen is arranged at the water outlet hose of the soil particle collector to separate eroded soil particles, and when the sample soil body is sandy soil, a precision balance is adopted to monitor the erosion amount change in the seepage process; when the soil body of the sample is cohesive soil, a turbidimeter is additionally arranged at the water outlet of the water inlet hose of the soil particle collector, and the seepage erosion amount is measured in real time.
A test method of a test device for measuring the permeability coefficient and the permeability path of an earth-structure interface comprises the following steps:
step S1, preparing a sample, including preparing a soil sample and preparing a structure;
step S2, placing a film bearing cylinder on a clean test bed, arranging a latex film in the film bearing cylinder, ensuring that the latex film is attached to the inner wall of a mould, arranging a structure in the center of the film bearing cylinder, filling soil samples in the rest space in layers, and uniformly filling the soil samples with the same quality in five layers each time;
step S3, removing the film bearing cylinder after sample filling, wiping a base, installing a porous plate, placing a sample wrapped with a latex film on the porous plate, leveling the uppermost layer of the filled sample, laying a layer of high-permeability geotextile, placing a porous permeable plate and a top cap, sealing the sample in the latex film, hooping a rubber film on the base by using an O-shaped ring at the bottom, hooping the latex film on the top cap by using the O-shaped ring at the upper part to ensure the sealing property of the rubber film, and installing a pressure chamber after checking and determining that no error exists;
step S4, opening a confining pressure control panel water inlet valve, applying a preset confining pressure, opening an output water head panel water inlet valve, and slowly injecting saturated water into the bottom of the sample, wherein the water injection speed is sufficiently low to prevent the bottom sample from being eroded and washed; after the bottom of the sample is filled with water and the confining pressure reading is stable, pumping the vacuum barrel to a preset value by using a vacuum pump, closing a vacuum pump valve, connecting the vacuum barrel with a water inlet of the top cap by using an air pipe, and carrying out vacuum saturation; after the vacuum barrel slowly and uniformly drips, closing the vacuum barrel valve and pulling out the air pipe after the saturation process is finished, wherein the saturation process is to ensure that the B value of the sample reaches a preset value;
step S5, after the saturation of the sample is finished, opening a hose valve of an input water head panel, and slowly applying confining pressure to a preset valueσ 3Draining water from the top end of the sample for consolidation, measuring the pore water pressure, and completing the consolidation when the pore water pressure dissipates to 0; reading the volume change of the confining pressure control panel at the moment, namely the consolidation drainageΔqWhereby the porosity after consolidation was calculatedn 1. Record sample height after consolidation is completeHCross section area ofACross section of structureA 1；
Step S6, after consolidation is completed, connecting the triaxial system, the pressure loading system, the soil particle collecting system and the data collecting system, keeping the confining pressure unchanged, carrying out seepage in a top-to-bottom mode in the test, and controlling the water head through the input and output water headsWater head for applying pressure on panelP 1AndP 2to facilitate the calculationP 2Is set to be zero and is set to be,P 1the preset pressure difference is used as an increment to increase in stages, and the total seepage rate Q and the input water head pressure during the test are recorded in the osmotic erosion processP 1Output head pressureP 2Particle mass of erosion soilm，The test is terminated until the percolation path over the entire length of the sample and the sample cannot withstand further increases in pore water pressure, or a maximum hydraulic gradient is applied;
step S7, calculating the permeability coefficient and the permeability speed, and drawing a relation curve of the permeability coefficient and the permeability speed with time; according to the recorded mass of the particles of the eroded soilmAnd drawing a relation curve of the change of the particle mass of the eroded soil along with time.
Further, according to the remolded soil sample preparation method, the mass of the dried soil sample required by the sample and the water with the corresponding mass are calculated according to the optimal water content of the soil sample to be detected, the water is divided into five parts, and the five parts are added into the container in times and stirred uniformly before the sample is filled.
Furthermore, the structure is prepared into a cylindrical shape or is cut along a cylindrical ring shape according to test requirements to prepare test structures with different roughness, and the diameter of the structure is 0.4-0.6 times of the radial length of the sample.
Further, in the step S2, after filling of each layer of soil sample is completed, 1% of the coloring agent by filling mass of the layer is added to the soil sample interlayer, and different color coloring agents are added each time.
Further, in the step S7, the hydraulic gradient is calculated according to the formulas (1) to (3)iPermeability coefficient ofkAnd rate of penetrationv：
Wherein
In order to lose the head height,HIs the height of the sample,ρIs the density of water.
Compared with the prior art, the invention has the following beneficial effects:
1. the device can realize the experimental study on the interface osmotic corrosion characteristics under different confining pressures and different interface roughnesses, monitor the whole process from the beginning and the development of interface seepage to the final damage, reveal the dynamic permeability characteristics of the soil-structure interface, and be used as a beneficial means for determining the dynamic evolution rule of the interface permeability;
2. the latex film and the externally-applied confining pressure are adopted to seal the sample, so that the interface leakage between the wall and the sample, which is possibly caused by a conventional permeameter such as a rigid wall, can be minimized, and the accuracy of a seepage test is improved; in addition, the confining pressure is applied to simulate the soil pressure of the sample at different depths, and the original environment of the sample is restored to the maximum extent;
3. the method provided by the invention has the advantages that the surface roughness of the structure is changed, the slowing and blocking effects of different interfaces on soil particles in the osmotic erosion process are simulated, and the multi-scene complex interface state is restored;
4. the method can visually observe the permeation erosion path of the soil-structure interface, has important significance for revealing the dynamic erosion evolution rule of the soil-structure interface, and has wide application prospect.
Drawings
FIG. 1 is a schematic diagram of an apparatus according to an embodiment of the present invention.
In the figure: 1-triaxial system, 2-pressure loading system, 3-soil particle collection system, 4-data acquisition system, 101-pressure chamber, 102-top cap, 103-porous water permeable plate, 104-soil body, 105-structure, 106-latex film, 107-hose, 108-high permeability geotextile, 201-input water head panel, 202-output water head panel, 203-confining pressure control panel, 301-conical drain pipe, 302-soil particle collector, 303-precision balance, 304-turbidimeter, 305-porous plate, 306-filter screen.
Detailed Description
The invention is further explained below with reference to the drawings and the embodiments.
Referring to fig. 1, the invention provides a test device for measuring an interfacial permeability coefficient and a permeability path of a soil-structure, which comprises a triaxial system, a pressure loading system, a soil particle collecting system and a data collecting system, wherein the triaxial system comprises a pressure chamber, and a top cap, a porous water permeable plate, a high-permeability geotextile, a soil body, a structure, a porous plate, a hollow base and a latex film which are arranged in the pressure chamber; the pressure loading system comprises an input water head panel, an output water head panel and a confining pressure control panel; the soil particle collecting system comprises a conical drain pipe, a soil particle collector, a precision balance and a turbidimeter; the data acquisition system is connected with the input water head panel, the output water head panel, the confining pressure control panel, the turbidimeter and the precision balance; the pressure chamber is connected with the confining pressure control panel through a hose; the top cap is connected with the input water head panel through a hose; the soil particle collector is connected with the output water head panel through a hose; the conical drain pipe is connected with the soil particle collector through a hose. The high-permeability geotextile is placed between the sample and the porous permeable plate, so that the uniform infiltration water flow is ensured, the head loss is reduced, and soil particles of the sample are prevented from being brought out in the saturation process. The latex film is used for sealing the side face of a cylindrical sample, and meanwhile, by applying confining pressure, the generation of side wall flow in the seepage process is reduced.
In the embodiment, the porous plate is provided with uniformly distributed round holes, the size of the open hole is determined by the grain composition of the soil sample to be measured, the size of the open hole is different from 0.063-5 mm, and the porous plate is arranged at the upper part of the hollow base and is used for bearing a sample; the top cap and the porous water permeable plate are respectively made of light transparent acrylic acid and high-permeability light materials so as to reduce the influence of the self weight on the sample.
In this embodiment, the soil body and the structure jointly form the interface-containing sample, the test process needs to be started after the sample is saturated and solidified, the soil body can be sandy soil or cohesive soil, the structure can change the surface roughness, and the buffering and blocking effects of different interfaces on soil particles in the interface erosion process under the natural condition are simulated.
In this embodiment, the soil particle collector is completely sealed except for the inlet and outlet hoses and the turbidimeter connection, and its internal head pressure is the same as the sample bottom pressure. A filter screen is arranged at a water outlet hose of the soil particle collector to separate eroded soil particles, and when the sample soil body is sandy soil, a precision balance is adopted to monitor the erosion amount change in the seepage process; when the soil body of the sample is cohesive soil, a turbidimeter is additionally arranged at the water outlet of the water inlet hose of the soil particle collector, and the seepage erosion amount is measured in real time.
In this embodiment, when a sample is constructed, the soil sample is tamped layer by layer, the filling quality of each layer of soil body is calculated according to the optimal water content and the required compaction degree of the soil sample to be measured, each layer needs to be tamped to the specified height to ensure the compaction degree of the sample, the sample is filled in a mode of tamping and compacting after surface leveling, and the sample is uniformly divided into five layers. Because interface erosion occurs in the inner part, the process of interface erosion is difficult to directly observe, and for clearly and obviously tracking a permeation damage path, after filling of each layer of soil sample is completed, 1% of coloring agent in the filling mass of the layer is added into the soil sample interlayer, and coloring agents with different colors are added every time. In addition, in the soil sample tamping process, it is required to ensure that soil particles are uniformly distributed, the contact periphery of the soil sample with a structure and a device can be compacted, and meanwhile, in order to prevent serious layering, rough treatment is carried out between layers.
In this embodiment, the data acquisition system acquires data including sample top input head pressureP 1Bottom outlet head pressureP 2Confining pressureσ 3Particle mass of erosion soilmSeepage flow rateQAnd time of seepagetTherefore, a data table is counted, a correlation curve is drawn, dynamic change of the infiltration process is monitored visually, and the degree of erosion of the soil-structure interface is reflected.
The embodiment also provides a use method of the test device based on the determination of the permeability coefficient and the permeability path of the soil-structure interface, which comprises the following steps:
(1) the sample preparation comprises: soil sample preparation and structure preparation.
Preferably, the preparation of the soil sample comprises the steps of calculating the mass of the dried soil sample required by the sample and the water with corresponding mass according to the optimal water content of the soil sample to be tested according to a remolded soil sample preparation method, dividing into five parts, adding the five parts into a container in several times and stirring uniformly before loading the sample; the structure preparation should be made into a cylinder or cut along a cylinder ring according to the test requirements to prepare test structures with different roughness, and the diameter of the structure is 0.4-0.6 times of the radial length of the sample.
(2) Filling a sample:
and placing the film bearing cylinder on a clean test bed, wherein the film bearing cylinder is internally provided with a latex film and ensures that the rubber film is attached to the inner wall of the mold. Settle cylindrical structure thing in bearing membrane section of thick bamboo center, layered filling soil sample in remaining space, even five layers go on of branch, fill the same quality soil sample at every turn, in addition need tamp to the height of prescribing for guaranteeing every layer of sample degree of compaction, tamp the in-process at soil sample, it is even to guarantee that soil granule distributes, guarantees that soil sample and structure thing, the periphery of device contact can the compaction, and is serious for preventing the layering simultaneously, will carry out rough treatment between layer and layer. Because interface erosion occurs in the sample, the process of interface erosion is difficult to directly observe, therefore, for clear and obvious tracking of permeation damage paths, after filling of each layer of soil sample, a coloring agent with the filling mass of 1% is added to the soil sample interlayer, and coloring agents with different colors are added each time.
(3) Installing an instrument:
fill out and demolish a membrane section of thick bamboo after the appearance is accomplished, clean the base, install the perforated plate, lay the sample of wrapping up the latex film on the perforated plate, lay one deck high permeability geotextile after the sample superiors of filling out are made level, then place porous permeable plate and hood, seal the sample at last in the latex film, the bottom is hooped the rubber membrane with O type circle on the base, the top is likewise hooped the latex film with O type circle and is guaranteed the leakproofness of rubber membrane on the hood. And (4) installing the pressure chamber after checking and confirming repeatedly, wiping the inner side and the bottom of the base plate gasket and the glass cover, smearing vaseline, and screwing down the screw to ensure the tightness of the bottom connection part before installation.
(4) Vacuum saturation:
in order to prevent the sample from being damaged in the saturation process or generating interface leakage in the saturation process and ensure complete saturation, a water inlet valve of a confining pressure control panel is opened, a smaller confining pressure (20 kPa) is firstly applied, a water inlet valve of an output water head panel is opened, saturated water is slowly injected into the bottom of the sample, and the water injection speed is sufficiently small to prevent the sample at the bottom from being eroded and washed. After the bottom of the sample is filled with water and the confining pressure reading is stable, the vacuum barrel is pumped to-0.2 kPa by using a vacuum pump, then a vacuum pump valve is closed, and the vacuum barrel is connected with a water inlet of the top cap by using an air pipe for vacuum saturation. And after the vacuum barrel slowly and uniformly drips, closing the vacuum barrel valve and pulling out the air pipe after the saturation process is finished, wherein the saturation process is to ensure that the B value of the sample reaches 0.95.
(5) Consolidation:
after the saturation of the sample is finished, opening a hose valve of an input water head panel, and slowly applying confining pressure to a preset valueσ 3And draining water from the top end of the sample for consolidation, measuring the pore water pressure, and completing the consolidation when the pore water pressure dissipates to 0. Reading the volume change of the confining pressure control panel at the moment, namely the consolidation drainageΔqWhereby the porosity after consolidation was calculatedn 1. Record sample height after consolidation is completeHCross section area ofACross section of structureA 1。
(6) And (3) infiltration and erosion:
after consolidation is completed, the three-axis system, the pressure loading system, the soil particle collecting system and the data acquisition system are connected, confining pressure is kept unchanged, seepage is performed in a mode from top to bottom in the test, and a pressure water head is applied through the input water head control panel and the output water head control panelP 1AndP 2to facilitate the calculationP 2Is set to be zero and is set to be,P 1the increase is carried out in stages by taking 5kPa as increment, the hydraulic gradient application of each stage is completed within one minute and is kept stable for one hour, and in addition, the guarantee is neededP 1Is less thanσ 3So as to prevent seepage water from infiltrating into the pressure chamber when the water pressure is greater than or equal to the confining pressure. Each in the process of osmotic corrosionRecording the total seepage rate Q and the input head pressure during the test period at 10 secondsP 1Output head pressureP 2Particle mass of erosion soilm. The test was terminated until (1) the percolation path was over the entire length of the sample and the sample could not withstand further increases in pore water pressure, or (2) a maximum hydraulic gradient was applied. Calculating hydraulic slope, permeability coefficient and permeability speed according to the formulas (1) - (3), and drawing a relation curve of the permeability coefficient and the permeability speed with time; according to the recorded mass of the particles of the eroded soilmAnd drawing a relation curve of the change of the particle mass of the eroded soil along with time.
Wherein
In order to lose the head height,HIs the height of the sample,ρIs the density of water.
(7) Destructive profiling
After the test is finished, the pressure chamber is dismantled to take out the sample, the section of the sample is cut along the longitudinal direction, the permeation and erosion path of the soil-structure interface can be visually observed, and the method is the most visual means for exploring the dynamic erosion evolution law of the interface.
The above description is only a preferred embodiment of the present invention, and all equivalent changes and modifications made in accordance with the claims of the present invention should be covered by the present invention.
Claims (10)
1. A test device for measuring the permeability coefficient and the permeability path of a soil-structure interface is characterized by comprising a triaxial system, a pressure loading system, a soil particle collecting system and a data acquisition system; the tri-axial system includes a pressure chamber; the pressure loading system comprises an input water head panel, an output water head panel and a confining pressure control panel; the soil particle collecting system comprises a conical drain pipe, a soil particle collector, a precision balance and a turbidimeter; the data acquisition system is respectively connected with the input water head panel, the output water head panel, the confining pressure control panel, the turbidimeter and the precision balance; the pressure chamber is connected with the confining pressure control panel; the top cap is connected with the input water head panel; the soil particle collector is connected with the water delivery head panel; the conical drain pipe is connected with the soil particle collector.
2. The test device for determining the permeability coefficient and the permeation path of an earth-structure interface according to claim 1, wherein the pressure chamber is provided with a top cap, a porous water permeable plate, a high permeability geotextile, an earth body, a structure, a porous plate and a hollow base; the structure is hollow inside the base; the soil body is wrapped on the outer side of the structure; the perforated plate is arranged at the upper part of the hollow base and is used for filling a sample; the high-permeability geotextile is laid on the upper layer of the sample; the porous permeable plate and the top cap are sequentially arranged above the high-permeability geotextile.
3. The apparatus of claim 2, wherein a latex film is further disposed in the pressure chamber for sealing the side of the cylindrical sample.
4. The testing apparatus for measuring the permeability coefficient and the permeation path of an interface of a soil-structure as claimed in claim 2, wherein the porous plate is provided with uniformly distributed circular holes, the size of the holes is determined by the particle size distribution of the soil sample to be measured, and the porous plate is disposed on the upper portion of the hollow base for carrying the sample.
5. The apparatus for testing permeability coefficient and permeability path of an earth-structure interface of claim 1, wherein the earth particle collector is connected to the outlet header panel by a hose; a filter screen is arranged at the water outlet hose of the soil particle collector to separate eroded soil particles, and when the sample soil body is sandy soil, a precision balance is adopted to monitor the erosion amount change in the seepage process; when the soil body of the sample is cohesive soil, a turbidimeter is additionally arranged at the water outlet of the water inlet hose of the soil particle collector, and the seepage erosion amount is measured in real time.
6. A test method of a test device for measuring the permeability coefficient and the permeability path of an earth-structure interface is characterized by comprising the following steps:
step S1, preparing a sample, including preparing a soil sample and preparing a structure;
step S2, placing a film bearing cylinder on a clean test bed, arranging a latex film in the film bearing cylinder, ensuring that the latex film is attached to the inner wall of a mould, arranging a structure in the center of the film bearing cylinder, filling soil samples in the rest space in layers, and uniformly filling the soil samples with the same quality in five layers each time;
step S3, removing the film bearing cylinder after sample filling, wiping a base, installing a porous plate, placing a sample wrapped with a latex film on the porous plate, leveling the uppermost layer of the filled sample, laying a layer of high-permeability geotextile, placing a porous permeable plate and a top cap, sealing the sample in the latex film, hooping a rubber film on the base by using an O-shaped ring at the bottom, hooping the latex film on the top cap by using the O-shaped ring at the upper part to ensure the sealing property of the rubber film, and installing a pressure chamber after checking and determining that no error exists;
step S4, opening a confining pressure control panel water inlet valve, applying a preset confining pressure, opening an output water head panel water inlet valve, and slowly injecting saturated water into the bottom of the sample, wherein the water injection speed is sufficiently low to prevent the bottom sample from being eroded and washed; after the bottom of the sample is filled with water and the confining pressure reading is stable, pumping the vacuum barrel to a preset value by using a vacuum pump, closing a vacuum pump valve, connecting the vacuum barrel with a water inlet of the top cap by using an air pipe, and carrying out vacuum saturation; after the vacuum barrel slowly and uniformly drips, closing the vacuum barrel valve and pulling out the air pipe after the saturation process is finished, wherein the saturation process is to ensure that the B value of the sample reaches a preset value;
step S5, after the saturation of the sample is finished, opening a hose valve of an input water head panel, and slowly applying confining pressure to a preset valueσ 3Draining water from the top end of the sample for consolidation, measuring the pore water pressure, and completing the consolidation when the pore water pressure dissipates to 0; reading the volume change of the confining pressure control panel at the moment, namely the consolidation drainageΔqWhereby the porosity after consolidation was calculatedn 1;
Record sample height after consolidation is completeHCross section area ofACross section of structureA 1；
Step S6, after consolidation is completed, connecting the triaxial system, the pressure loading system, the soil particle collecting system and the data collecting system, keeping the confining pressure unchanged, carrying out seepage in a top-to-bottom mode in the test, and applying a pressure water head through the input and output water head control panelP 1AndP 2to facilitate the calculationP 2Is set to be zero and is set to be,P 1the preset pressure difference is used as an increment to increase in stages, and the total seepage rate Q and the input water head pressure during the test are recorded in the osmotic erosion processP 1Output head pressureP 2Particle mass of erosion soilm，The test is terminated until the percolation path over the entire length of the sample and the sample cannot withstand further increases in pore water pressure, or a maximum hydraulic gradient is applied;
step S7, calculating the permeability coefficient and the permeability speed, and drawing a relation curve of the permeability coefficient and the permeability speed with time; according to the recorded mass of the particles of the eroded soilmAnd drawing a relation curve of the change of the particle mass of the eroded soil along with time.
7. The test method for testing the soil-structure interface permeability coefficient and the permeation path according to claim 6, wherein the soil sample preparation method comprises the steps of calculating the required dry soil sample mass of the sample and the corresponding mass of water according to the optimal water content of the soil sample to be tested, dividing the mass into five parts, adding the five parts into the container in several times and stirring the five parts uniformly before the sample loading is started.
8. The test method for testing the soil-structure interface permeability coefficient and the permeability path of the device according to claim 6, wherein the structure is prepared into a cylindrical shape or is cut along a cylindrical ring according to test requirements to prepare test structures with different roughness, and the diameter of the structure is 0.4-0.6 times of the radial length of the sample.
9. The testing method of claim 6, wherein in step S2, after each layer of soil sample is filled, 1% of the filling mass of the layer of coloring agent is added to the soil sample isolation layer, and each time a different color coloring agent is added.
10. The test method for testing the soil-structure interface permeability coefficient and permeability path test device according to claim 6, wherein the hydraulic slope is calculated in step S7 according to the formulas (1) - (3)iPermeability coefficient ofkAnd rate of penetrationv：
Wherein
In order to lose the head height,HIs the height of the sample,ρIs the density of water.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202111641296.1A CN114324113A (en) | 2021-12-30 | 2021-12-30 | Test device and method for measuring permeability coefficient and permeability path of soil-structure interface |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202111641296.1A CN114324113A (en) | 2021-12-30 | 2021-12-30 | Test device and method for measuring permeability coefficient and permeability path of soil-structure interface |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN114324113A true CN114324113A (en) | 2022-04-12 |
Family
ID=81016670
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202111641296.1A Pending CN114324113A (en) | 2021-12-30 | 2021-12-30 | Test device and method for measuring permeability coefficient and permeability path of soil-structure interface |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN114324113A (en) |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN115493985A (en) * | 2022-09-23 | 2022-12-20 | 浙江大学 | Supergravity temperature control variable water head seepage test device and method |
| CN116559047A (en) * | 2023-05-06 | 2023-08-08 | 中国地质大学（武汉） | Permeation experiment device and method for evaluating permeation coefficient and flow state |
Citations (11)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104165797A (en) * | 2014-08-29 | 2014-11-26 | 上海交通大学 | Pile-soil interface three-axis model testing device under condition of seepage |
| CN104535470A (en) * | 2014-12-12 | 2015-04-22 | 上海交通大学 | Penetration and corrosion triaxial testing apparatus for gravel soil and testing method thereof |
| CN105699257A (en) * | 2016-04-18 | 2016-06-22 | 山东大学 | Experimental device applicable to earth-rock contact surface seepage failure and experimental method thereof |
| KR101740709B1 (en) * | 2015-12-31 | 2017-06-09 | 건국대학교 산학협력단 | Apparatus for measuring coefficient of Interface Permeability AND Permeability test method using thereof |
| CN108801880A (en) * | 2018-08-15 | 2018-11-13 | 中交天津港湾工程研究院有限公司 | A kind of experimental rig and its test method for silting and constant head infiltration |
| CN110082274A (en) * | 2019-05-22 | 2019-08-02 | 陕西秦海检测科技有限公司 | It is large-scale simple with coarse-grained soil horizontal permeation testing apparatus for heat deformation and test method |
| CN110082275A (en) * | 2019-05-22 | 2019-08-02 | 陕西秦海检测科技有限公司 | It is large-scale simple with the vertical seepage deformation tester of coarse-grained soil and test method |
| CN110426295A (en) * | 2019-07-11 | 2019-11-08 | 水利部交通运输部国家能源局南京水利科学研究院 | Contact surface shears three axis test devices and method |
| CN110672497A (en) * | 2019-11-08 | 2020-01-10 | 宁夏大学 | Multifunctional infiltration piping tester |
| CN211292478U (en) * | 2019-09-17 | 2020-08-18 | 石家庄铁道大学 | Railway roadbed graded broken stone permeability coefficient and permeability deformation measurement test device |
| CN111896447A (en) * | 2020-07-09 | 2020-11-06 | 河海大学 | Contact surface large-deformation rotary shear seepage test device and method considering temperature effect |
-
2021
- 2021-12-30 CN CN202111641296.1A patent/CN114324113A/en active Pending
Patent Citations (11)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104165797A (en) * | 2014-08-29 | 2014-11-26 | 上海交通大学 | Pile-soil interface three-axis model testing device under condition of seepage |
| CN104535470A (en) * | 2014-12-12 | 2015-04-22 | 上海交通大学 | Penetration and corrosion triaxial testing apparatus for gravel soil and testing method thereof |
| KR101740709B1 (en) * | 2015-12-31 | 2017-06-09 | 건국대학교 산학협력단 | Apparatus for measuring coefficient of Interface Permeability AND Permeability test method using thereof |
| CN105699257A (en) * | 2016-04-18 | 2016-06-22 | 山东大学 | Experimental device applicable to earth-rock contact surface seepage failure and experimental method thereof |
| CN108801880A (en) * | 2018-08-15 | 2018-11-13 | 中交天津港湾工程研究院有限公司 | A kind of experimental rig and its test method for silting and constant head infiltration |
| CN110082274A (en) * | 2019-05-22 | 2019-08-02 | 陕西秦海检测科技有限公司 | It is large-scale simple with coarse-grained soil horizontal permeation testing apparatus for heat deformation and test method |
| CN110082275A (en) * | 2019-05-22 | 2019-08-02 | 陕西秦海检测科技有限公司 | It is large-scale simple with the vertical seepage deformation tester of coarse-grained soil and test method |
| CN110426295A (en) * | 2019-07-11 | 2019-11-08 | 水利部交通运输部国家能源局南京水利科学研究院 | Contact surface shears three axis test devices and method |
| CN211292478U (en) * | 2019-09-17 | 2020-08-18 | 石家庄铁道大学 | Railway roadbed graded broken stone permeability coefficient and permeability deformation measurement test device |
| CN110672497A (en) * | 2019-11-08 | 2020-01-10 | 宁夏大学 | Multifunctional infiltration piping tester |
| CN111896447A (en) * | 2020-07-09 | 2020-11-06 | 河海大学 | Contact surface large-deformation rotary shear seepage test device and method considering temperature effect |
Non-Patent Citations (1)
| Title |
|---|
| 张孟喜 等: "《土力学》", 机械工业出版社, pages: 76 - 80 * |
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN115493985A (en) * | 2022-09-23 | 2022-12-20 | 浙江大学 | Supergravity temperature control variable water head seepage test device and method |
| CN115493985B (en) * | 2022-09-23 | 2024-02-27 | 浙江大学 | Supergravity temperature control variable head seepage test device and method |
| CN116559047A (en) * | 2023-05-06 | 2023-08-08 | 中国地质大学（武汉） | Permeation experiment device and method for evaluating permeation coefficient and flow state |
| CN116559047B (en) * | 2023-05-06 | 2024-01-30 | 中国地质大学（武汉） | Permeation experiment device and method for evaluating permeation coefficient and flow state |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN105527384B (en) | A kind of grouting simulation test device and its test method | |
| CN114324113A (en) | Test device and method for measuring permeability coefficient and permeability path of soil-structure interface | |
| CN106442258B (en) | A kind of detachable lining cutting seepage flow test device and its test method | |
| CN105334142B (en) | A kind of experimental provision formed for simulating shield mud film | |
| CN106049557B (en) | Using the test method of the laboratory testing rig of simulation grout pile end follow-up grouting | |
| CN106814016A (en) | The analogy method of slurry filling imitation device | |
| CN105043960B (en) | A kind of modified soil body joint consolidation permeameter | |
| CN104790338B (en) | Earth-rock combination part contact scour experimental method | |
| CN110044792B (en) | Multifunctional low-permeability medium gas permeability testing device and testing method | |
| CN106645582B (en) | For simulating the experimental rig and its method of testing that stratum is swelled during slip casting | |
| CN108375532A (en) | Infiltration experiment device and test method | |
| CN106198890A (en) | A kind of indoor grouting simulation test device and using method thereof | |
| CN109060543A (en) | Directly measure the device and its measurement method of triaxial test rubber-oil-pipe sensor amount | |
| CN111999142A (en) | MICP solidification calcareous sand two-way slip casting cylinder sample system appearance | |
| CN113552037B (en) | Device and method for testing dual-porosity seepage parameters of garbage | |
| CN205301298U (en) | Slip casting analogue test device | |
| CN112268844B (en) | Seepage erosion control system and test method under GDS triaxial apparatus drainage condition | |
| CN106768153B (en) | A kind of slurry consolidation cubical contraction test device and method of testing | |
| CN205262912U (en) | Experimental device for it constructs sludge -biofilm formation to be used for simulating shield | |
| CN108254300A (en) | A kind of device and method for measuring pervious surface infiltration rate | |
| CN114279934B (en) | Island reef water-rich calcareous sandy soil stratum grouting simulation and permeability test device and method | |
| CN104831674A (en) | Seepage failure hydraulic model | |
| CN115290533A (en) | Centrifugal model test device and method for simulating soil body permeation | |
| CN114354451A (en) | Unsaturated soil high-pressure grouting test device and measuring system thereof | |
| CN109883887B (en) | Highway subgrade horizontal grouting injectability testing device and evaluation method |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination |