Soil disintegration-stripping dual-mode direct test device and application thereof

Abstract

The invention relates to a soil disintegration-stripping dual-mode direct test device and application thereof, and belongs to the technical field of soil disintegration tests. Comprising a double-bin barrel, a pull rod, a disintegration cage and a first weightometer, a pull rod capable of moving up and down is arranged above the double-bin barrel through a support frame; a disintegration cage is arranged at the lower end of the pull rod; the supporting frame is provided with a first weighing meter used for detecting the pulling force borne by the pull rod. A valve plate is rotationally mounted in the double-bin barrel and divides an inner cavity of the double-bin barrel into an upper disintegration bin and a lower muddy water bin; a sludge discharge pipe is arranged at the bottom of the muddy water bin, and a sludge discharge valve is arranged on the sludge discharge pipe; a water inlet pipe, an air inlet pipe and an exhaust pipe are arranged on the side wall of the muddy water bin. By directly collecting, drying and weighing the soil sample disintegration chippings, the disintegration amount of the soil sample within a period of time can be accurately obtained, and the accuracy of the calculation result of the soil sample disintegration rate can be improved.

Description

Technical Field

[0001] This invention relates to the field of soil disintegration testing technology, and in particular to a soil disintegration-stripping dual-modal direct testing device and its application. Background Technology

[0002] In geotechnical engineering, the quantitative determination of soil disintegration characteristics and stripping effects is a key indicator for evaluating soil's resistance to erosion and structural stability, and also an important indicator for verifying the durability (erosion resistance, strength decay, and crack development) of reinforced soil. Soil disintegration characteristics refer to the quantitative indicator of the degree to which dry soil detaches, disperses, and fragments when immersed in water; the faster the disintegration rate, the worse the soil's resistance to erosion. Soil dehydration stripping characteristics refer to the quantitative indicator of the phenomenon of surface cracking, delamination, or large-scale detachment of wet soil during water loss; the faster the stripping rate, the worse the structural stability of the soil in a dry environment, and the weaker its resistance to weathering and surface damage.

[0003] Existing methods for measuring soil disintegration during the disintegration process in soil disintegration test devices include: the "mass method," which calculates the disintegration amount by measuring the real-time changes in soil mass during disintegration and combining it with the principle of buoyancy; the "volume method," which indirectly estimates the disintegration amount by measuring changes in water level or the volume of disintegration products; the "mechanical equilibrium method," which indirectly determines the disintegration amount by measuring changes in displacement or tension based on the principle of buoyancy and gravity balance; and the "image processing method," which indirectly characterizes the disintegration amount by calculating the area changes during the soil disintegration process using image processing technology.

[0004] All of the above measurement methods are indirect measurements or conversions of soil disintegration, which deviate from the actual soil disintegration and result in inaccurate calculations of soil disintegration rate. Summary of the Invention

[0005] To address or partially address the problems existing in related technologies, this invention provides a soil disintegration-stripping dual-mode direct testing device, aiming to solve the technical problem that the soil disintegration amount calculated by existing soil disintegration testing devices is not accurate enough.

[0006] The above-mentioned soil disintegration-stripping dual-mode direct testing device includes a double-compartment tank 1, a tie rod 3, a disintegration cage 4, and a first weighing meter 5;

[0007] Above the double-compartment tank 1, a vertically movable pull rod 3 is provided via a support frame 2, and a disintegration cage 4 is provided at the lower end of the pull rod 3; a first weighing gauge 5 is provided on the support frame 2 for detecting the tension on the pull rod 3;

[0008] A valve plate 6 is rotatably installed inside the double-compartment tank 1. The valve plate 6 divides the internal cavity of the double-compartment tank 1 into an upper disintegration compartment 7 and a lower mud-water compartment 8. A mud discharge pipe 9 is provided at the bottom of the mud-water compartment 8, and a mud discharge valve 10 is provided on the mud discharge pipe 9. A water inlet pipe 11, an air inlet pipe 12, and an exhaust pipe 13 are provided on the side wall of the mud-water compartment 8.

[0009] In some embodiments, the support frame 2 includes a vertical support rod 201 and a horizontal support rod 202;

[0010] The vertical support rod 201 is installed on one side of the double bin 1. A horizontal support rod 202 is rotatably installed on the upper end of the vertical support rod 201. A first weighing scale 5 is provided on the horizontal support rod 202. A through hole is opened in the middle of the first weighing scale 5. The pull rod 3 passes through the through hole.

[0011] A limiting block 301 is fitted on the pull rod 3 above the first weighing scale 5. The limiting block 301 has a threaded hole on its side. The locking screw 302 passes through the threaded hole and abuts against the pull rod 3.

[0012] In some designs, the bottom of the horizontal support rod 202 is provided with a hollow fixing rod 14 extending vertically downward;

[0013] The hollow fixing rod 14 is provided with a heat insulation cover 15 that can move up and down, and the inner wall of the heat insulation cover 15 is provided with an electric heating tube 16.

[0014] A second weighing scale 17 is also provided on one side of the double-compartment barrel 1.

[0015] In some embodiments, a sleeve 18 is fitted onto the hollow fixing rod 14, and the heat insulation cover 15 is movably mounted on the sleeve 18.

[0016] In some designs, the outer wall of the dual-compartment tank 1 is provided with volume scale lines.

[0017] In some designs, the water inlet pipe 11 is equipped with a water inlet valve 19;

[0018] The other end of the air intake pipe 12 is equipped with an air pump 20, and the air intake pipe 12 is equipped with an air intake valve 21;

[0019] An exhaust valve 22 is provided on the exhaust pipe 13.

[0020] This application also provides the application of the aforementioned test apparatus, using the test apparatus to conduct a soil disintegration-stripping dual-modal direct test, wherein the test selects one of the following three methods;

[0021] 1. Test method for direct test of soil disintegration under water immersion;

[0022] 2. Test method for direct stripping test of soil dehydration;

[0023] 3. Disintegration-explosion dual-mode durability degradation test method for soil samples under alternating wet and dry conditions.

[0024] In some schemes, the direct test method for soil immersion and disintegration specifically includes the following steps:

[0025] S1: Place a soil sample in the disintegration cage 4, read the mass of the soil sample obtained by the first weighing scale 5, and record it as m; inject clean water into the double-compartment tank 1, read the volume of clean water in the double-compartment tank 1, and record it as V;

[0026] S2: Lower the lever 3 so that the soil sample in the disintegration cage 4 is completely submerged in the water; at this moment, the soil sample disintegration test timer starts and is recorded as t0. The mass of the soil sample weighed by the first weighing scale 5 at this time is read and recorded as m0. The volume of the water in the double-compartment bucket 1 at this time is read and recorded as V0.

[0027] S3: Perform the following steps at evenly spaced intervals.

[0028] The recording time is t i (i = 1, 2, 3...);

[0029] A beaker is placed below the sludge discharge pipe 9, and the valve plate 6 is rotated 180 degrees to allow the disintegrating material deposited on the valve plate 6 to fall into the mud-water tank 8; the mass of the soil sample measured by the first weighing gauge 5 at this time is recorded as m. i (i = 1, 2, 3...); Read the volume of clean water in the dual-compartment tank 1 at this time and record it as Vi (i = 1, 2, 3...);

[0030] Open the mud discharge valve 10 and the vent valve (22) to discharge the disintegrating material and water in the mud-water chamber 8 into the beaker; then inject clean water into the mud-water chamber 8 through the water inlet pipe 11 to clean the mud-water chamber 8, and the cleaning water is still discharged into the beaker through the mud discharge pipe 9; then close the mud discharge valve 10, inject clean water into the mud-water chamber 8 until it is full, and then close the vent valve (22);

[0031] The disintegrating material in the beaker was dried and weighed to obtain the amount of mud and water disintegrating from the soil sample over the interval, which was recorded as Δm. si (i = 1, 2, 3...);

[0032] t i ~t i-1 The change in the volume of clear water in the dual-compartment tank 1 caused by the overflow of air bubbles from the soil sample during the time interval is: ΔV i =V i -Vi-1 ;t i ~t i-1 The change in buoyancy caused by the overflow of air bubbles in the soil sample during the time interval is: Δm vi =ρ w ΔV i ,

[0033] t i ~t i-1 The change in buoyancy caused by the change in soil sample volume over the time interval is: Δm i =m i -m i-1 ;

[0034] S4:t i ~t i-1 The soil particle disintegration rate of the soil sample within the time interval: v si =Δm si / (t i -t i-1 );

[0035] t i ~t i-1 Bubble overflow rate in soil sample within time interval: ν vi =Δm vi / (t i -t i-1 );

[0036] t i ~t i-1 The rate of volume reduction of the soil sample over the time interval: v i =Δm i / (t i -t i-1 );

[0037] If v vi If v ≠ 0, it indicates that the soil sample is still in the unsaturated disintegration stage at this time; vi =0 indicates that the soil sample is currently in the saturated disintegration stage;

[0038] To study the degree of soil fragmentation and particle breakage at different time points, comparisons can be made using A. i :

[0039]

[0040] Among them, G s ρ represents the relative density of the soil sample. w (4℃) is the density of pure water at 4℃. A i The smaller the value, the more significant the degree of soil disintegration and breakup of soil particles.

[0041] To study the impact of air bubble overflow on soil disintegration during the unsaturated disintegration stage, the influence of air bubble overflow on soil disintegration can be compared with that of soil samples at v vi The soil particle disintegration rate v in each test stage ≠0 si With soil sample in v vi =0 in each test stage, soil particle disintegration rate v si The larger the difference, the greater the impact of air bubbles escaping from the soil on soil disintegration.

[0042] In some schemes, the soil dewatering and stripping direct test method specifically includes the following steps:

[0043] S1. Obtain soil samples;

[0044] S2. Rotate the horizontal support rod 202, lower the pull rod 3 so that the disintegration cage 4 is at a suitable height directly above the second weighing meter 17, tighten the locking screw 302, zero the first weighing meter 5, put the soil sample into the disintegration cage 4, read the mass displayed by the first weighing meter 5 and record it as G0, and then zero the second weighing meter 17; lower the heat insulation cover 15 so that the heat insulation cover 15 covers the disintegration cage 4 and the soil sample inside, and then dry the soil sample through the electric heating tube 16 inside the heat insulation cover 15.

[0045] S3. Subsequently, during the drying process, the soil sample mass measured by the first weighing instrument 5 is read and recorded at time intervals t, and recorded as G. i (i = 1, 2, 3...); Read the mass of the soil sample that has been peeled off, measured by the second weighing gauge 17, and record it as M. i (i = 1, 2, 3...), the soil stripping increment ΔM within each time interval t is calculated. i =M i -M i-1 Soil and water loss ΔGi=G i -G i-1 -ΔM i .

[0046] In some schemes, the method for testing the disintegration-stripping dual-modal durability degradation of soil samples under alternating wet and dry conditions specifically includes the following steps:

[0047] S1. Obtain a soil sample. Zero the first weighing scale 5. Release the soil sample into the disintegration cage 4. Open the water inlet valve 19. Pour a certain height of clean water into the double-compartment tank 1. Read the volume scale on the side wall of the double-compartment tank 1, that is, the volume of clean water in the double-compartment tank 1, and record it as V.

[0048] S2. Rotate the horizontal support rod 202, lower the pull rod 3 so that the disintegration cage 4 is at a suitable height directly above the second weighing scale 17, tighten the locking screw 302, lower the heat insulation cover 15 so that the heat insulation cover 15 covers the disintegration cage 4, dry the soil sample through the electric heating tube 16 inside the heat insulation cover 15, read the mass G0 displayed on the first weighing scale 5; and zero the second weighing scale 17.

[0049] S3. Subsequently, during the drying time interval t, the mass G of the first weighing scale 5 is read and recorded respectively. i (i = 1, 2, 3...) and the second weighing scale 17 displays the mass M. i (i = 1, 2, 3...). The soil stripping increment ΔM within each time interval t is calculated. i =M i -M i-1 Soil and water loss ΔGi=G i -G i-1 -ΔM i When △G i When the soil dehydration and stripping test result is 0, the test ends.

[0050] S4. Raise the heat insulation cover 15 so that it is below the horizontal support rod 202. After raising the pull rod 3 to make the disintegration cage 4 to a suitable height, rotate the horizontal support rod 202 so that the disintegration cage 4 is directly above the double-compartment tank 1.

[0051] S5. Lower the pull rod 3 to completely submerge the soil sample in the disintegration cage 4 into the water, tighten the locking screw 302, start the soil sample disintegration test timing, and record it as time t0. Read and record the mass m0 displayed by the first weighing scale 5, and read the volume scale V0 on the side wall of the double bin 1.

[0052] S6. Based on the disintegration characteristics of the measured soil sample, at t i At each of the following times (i = 1, 2, 3...), a beaker is placed below the sludge discharge pipe 9, and the valve plate 6 is rotated 180 degrees to allow the disintegrating material deposited on the valve plate 6 to fall into the sludge tank 8; and the mass m displayed on the first weighing scale 5 is read. i (i = 1, 2, 3...), read the volume scale V on the side wall of the dual-compartment tank 1. i (i = 1, 2, 3...); Open the mud discharge valve 10 to discharge the disintegrating material and water in the mud-water chamber 8 into the beaker; then inject clean water into the mud-water chamber 8 through the water inlet pipe 11 to clean the mud-water chamber 8, and the cleaning water is still discharged into the beaker through the mud discharge pipe 9; then close the mud discharge valve 10 and inject clean water into the mud-water chamber 8 until it is full; the beaker collects t i -t i-1 The amount of disintegrating mud and water in the soil sample during the time interval was measured directly after drying to obtain t.i -t i-1 The amount of soil particles disintegrating Δm in the soil sample over the time interval si (i = 1, 2, 3...);

[0053] When V i-1 -V i When Δm = 0, the soil reaches a saturated state. i When the value is 0, the soil disintegration stability test is considered to be over; raise the tie rod 3 so that the disintegration cage 4 is at a suitable height directly above the double-compartment tank 1, and tighten the locking screw 302;

[0054] Repeat steps S2 to S7, and based on the obtained data parameters, develop a method for testing the progressive durability degradation of soil samples under alternating wet and dry conditions.

[0055] The technical solution provided by this invention may include the following beneficial effects:

[0056] This application, by directly collecting, drying, and weighing the debris from soil sample disintegration, can accurately obtain the amount of soil sample disintegration over a period of time, improving the accuracy of the calculation results of soil sample disintegration rate. It provides technical support for further research on the influence of gas leakage in soil during disintegration on the degree of soil disintegration and the degree of fragmentation of scattered soil particles during disintegration.

[0057] It should be understood that the above general description and the following detailed description are exemplary and explanatory only, and are not intended to limit the invention. Attached Figure Description

[0058] The above and other objects, features and advantages of the present invention will become more apparent from the more detailed description of exemplary embodiments of the invention in conjunction with the accompanying drawings, wherein the same reference numerals generally represent the same components in the exemplary embodiments of the invention.

[0059] Figure 1 This is a schematic diagram of the experimental apparatus shown in an embodiment of the present invention;

[0060] Figure 2 This is a schematic diagram of the structure of the double-compartment test apparatus shown in an embodiment of the present invention;

[0061] Figure 3 This is a schematic diagram of the mud and water tank pipeline connection of the double-compartment tank according to an embodiment of the present invention;

[0062] Figure 4 This is a schematic diagram of the valve plate installation of a dual-compartment tank according to an embodiment of the present invention;

[0063] Figure 5 This is a schematic diagram illustrating the installation of the pull rod of the double-compartment bucket according to an embodiment of the present invention;

[0064] Figure label:

[0065] 1. Double-compartment tank; 2. Support frame; 201. Vertical support rod; 202. Horizontal support rod; 3. Tie rod; 301. Limit block; 302. Locking screw; 4. Disintegration cage; 5. First weighing scale; 6. Valve plate; 7. Disintegration chamber; 8. Mud and water chamber; 9. Mud discharge pipe; 10. Mud discharge valve; 11. Water inlet pipe; 12. Air inlet pipe; 13. Exhaust pipe; 14. Hollow fixing rod; 15. Heat insulation cover; 16. Electric heating element; 17. Second weighing scale; 18. Sleeve; 19. Water inlet valve; 20. Air pump; 21. Air inlet valve; 22. Exhaust valve. Detailed Implementation

[0066] The present invention will be further described in detail below with reference to the accompanying drawings and specific embodiments, but the scope of protection of the present invention is not limited to the content described.

[0067] Example 1:

[0068] Please see Figure 1 , Figure 2 and Figure 3 This application provides a soil disintegration-stripping dual-modal direct testing device, including a double-compartment tank 1, a tie rod 3, a disintegration cage 4, and a first weighing meter 5; the double-compartment tank 1 is made of transparent material to facilitate observation of the liquid level inside; the double-compartment tank 1 is an open-top “∝” shaped variable cross-section container.

[0069] Above the double-compartment bin 1, a pull rod 3 that can move up and down is provided via a support frame 2. The support frame 2 is provided with a first weighing meter 5 for detecting the tension on the pull rod 3.

[0070] Specifically, the support frame 2 includes a vertical support rod 201 and a horizontal support rod 202; the vertical support rod 201 is installed on one side of the double bin 1, and the horizontal support rod 202 is rotatably installed on the upper end of the vertical support rod 201. A first weighing scale 5 is provided on the horizontal support rod 202, and a through hole is opened in the middle of the first weighing scale 5. The pull rod 3 passes through the through hole, so that the pull rod 3 can move up and down.

[0071] A limiting block 301 is fitted on the pull rod 3 above the first weighing scale 5. The diameter of the limiting block 301 is larger than the diameter of the through hole. A threaded hole is provided on the side of the limiting block 301. The locking screw 302 passes through the threaded hole and abuts against the pull rod 3. When the locking screw 302 is tightened, the pull rod 3 and the limiting block 301 are connected as one unit, so that the pull rod 3 will not fall downwards. At the same time, the first weighing scale 5 can weigh the total weight of the pull rod 3 and its load. The first weighing scale 5 is a digital display type.

[0072] The lower end of the pull rod 3 is equipped with a disintegration cage 4, which is used to hold soil samples for disintegration experiments. Before placing the soil sample, the first weighing gauge 5 is zeroed. After the soil sample is placed in the disintegration cage 4, the data measured by the first weighing gauge 5 is the mass of the soil sample. Simultaneously, when placing the soil sample into the disintegration cage 4, the horizontal support rod 202 can be rotated to move the disintegration cage 4 to the side of the double-compartment tank 1, facilitating the placement of the soil sample by the operator.

[0073] A valve plate 6 is rotatably installed inside the double-compartment tank 1, dividing the internal cavity of the double-compartment tank 1 into an upper disintegration compartment 7 and a lower mud-water compartment 8. A mud discharge pipe 9 is provided at the bottom of the mud-water compartment 8, and a mud discharge valve 10 is provided on the mud discharge pipe 9. A water inlet pipe 11, an air inlet pipe 12, and an exhaust pipe 13 are provided on the side wall of the mud-water compartment 8. The water inlet pipe 11 is connected to an external water source, the air inlet pipe 12 is connected to an external air supply device, and the exhaust pipe 13 is connected to the external atmosphere. It is conceivable that the water inlet pipe 11 is equipped with a water inlet valve 19, and the exhaust pipe 13 is equipped with an exhaust valve 22. The air inlet pipe 12 is equipped with an air inlet valve 21. The air supply device is an air pump 20, or an air compressor or other air supply device.

[0074] The procedure for conducting soil sample disintegration tests using this apparatus:

[0075] 1. Rotate valve plate 6 to a vertical position to connect mud and water chamber 8 and disintegration chamber 7; place soil sample in disintegration cage 4, open water inlet valve 19, and inject a certain amount of water into double chamber 1, generally adding water to two-thirds of the liquid level of disintegration chamber 7; then rotate valve plate 6 to a horizontal position to isolate mud and water chamber 8 and disintegration chamber 7, and close water inlet valve 19.

[0076] 2. Move lever 3 downwards until the soil sample is completely submerged in water and extends downwards a certain distance;

[0077] 3. The soil sample begins to disintegrate in the disintegration chamber 7, and the disintegration debris falls onto the upper side of the valve plate 6. After a period of time, the valve plate 6 is rotated 180 degrees, so that its lower side flips to the upper side. In this way, the disintegration debris on the valve plate 6 falls into the mud and water chamber 8.

[0078] 4. Place a beaker below the mud discharge pipe 9, then open the mud discharge valve 10 and the vent valve 22. The disintegration fragments and clean water in the mud-water chamber 8 will be discharged into the beaker for collection. Then open the water inlet valve 19 to clean the mud-water chamber 8, and the cleaning water will also be discharged into the beaker for collection. After cleaning, close the mud discharge valve 10 and inject clean water into the mud-water chamber 8 until it is full, then close the vent valve 22. At this time, all the soil fragments that disintegrated from the soil sample during this time period can be collected in the beaker. Dry and weigh the soil fragments in the beaker to accurately obtain the amount of soil disintegration.

[0079] 5. Repeat step 4 above at even intervals to obtain the specific amount of soil sample disintegration in different time periods.

[0080] This application, by directly collecting, drying, and weighing the debris from soil sample disintegration, can accurately obtain the amount of soil sample disintegration over a period of time, which helps to improve the accuracy of the calculation results of soil sample disintegration rate.

[0081] In some specific embodiments, when draining and cleaning the mud and water tank 8, the air pump 20 and the air inlet valve 21 can be opened simultaneously to accelerate the rapid discharge of mud and water from the mud and water tank 8 and enhance the cleaning effect of the mud and water tank 8. It is conceivable that when filling the mud and water tank 8 with water, the exhaust valve 22 should be opened simultaneously to expel the air from the mud and water tank 8, so that clean water can be injected into the mud and water tank 8.

[0082] In some specific implementations, such as Figure 4 As shown, the wall of the double-compartment tank 1 is provided with a pair of radially aligned circular pre-drilled holes. The valve plate 6 is composed of two parts: a rotating shaft 601 and a rotating plate 602. The rotating shaft 601 is a straight metal rod with a circular cross-section whose rod diameter is the same as the diameter of the pre-drilled hole. The valve plate 6 is a circular composite plate with a metal sheet on the upper and lower layers and a fluororubber sheet layer sandwiched in the middle. Its area is the same as the cross-section at the junction of the disintegration chamber 7 and the mud-water chamber 8. A screw hole penetrating the rotating plate 602 is provided at the center of the valve plate 6. The fluororubber sheet layer has radially penetrating circular channels. The wall of the pre-drilled hole is concave, and the concave opening is filled with Vaseline and fluororubber O-rings. During installation, the rotating shaft 601 is inserted through one circular pre-drilled hole, then inserted into the other circular pre-drilled hole. The bolt holes on the shaft 601 are aligned with the screw holes in the center of the rotating plate 602. The screws are inserted and tightened to anchor the rotating plate 602 and the rotating shaft 601 together. The valve plate 6 is installed at the junction of the disintegration chamber 7 and the mud-water chamber 8 and can rotate radially to achieve the purpose of connecting and separating the disintegration chamber 7 and the mud-water chamber 8.

[0083] In some specific implementations, such as Figure 1As shown, the outer wall of the double-compartment container 1 is provided with volume scale lines, which are used by the user to observe the volume of water contained in the double-compartment container 1, so as to obtain the change of water volume in the double-compartment container 1 during the soil sample disintegration process.

[0084] In some specific embodiments, the bottom of the disintegration cage 4 is a mesh structure, and the mesh aperture size is larger than the maximum particle size of the soil sample being tested, so that the soil particles can be leaked out in time during the disintegration-stripping process.

[0085] The method for conducting direct testing of soil immersion disintegration using the aforementioned dual-modal direct testing device includes the following steps.

[0086] S1. Obtain soil samples;

[0087] S2. Rotate the horizontal support rod 202, lower the pull rod 3 so that the disintegration cage 4 is at a suitable height directly above the double bin 1, tighten the locking screw 302, zero the first weighing scale 5, put the soil sample into the disintegration cage 4, read the mass displayed by the first weighing scale 5, and record it as m;

[0088] S3. Open the water inlet valve 19 and inject a certain height of clean water into the double-compartment tank 1. Read the volume scale on the side wall of the double-compartment tank 1, that is, the volume of clean water in the double-compartment tank 1, and record it as V.

[0089] S4. Loosen the locking screw 302, lower the pull rod 3 so that the soil sample in the disintegration cage 4 is completely submerged in water, and then tighten the locking screw 302. At this moment, the soil sample disintegration test timer starts and is recorded as time t0. Read and record the mass displayed by the first weighing scale 5 and record it as m0. Read the volume scale on the side wall of the double bin 1 and record it as V0.

[0090] S5. Based on the disintegration characteristics of the measured soil sample, at t i At times (i = 1, 2, 3...), a beaker is placed below the sludge discharge pipe 9, and the valve plate 6 is rotated 180 degrees to allow the disintegrating material deposited on the valve plate 6 to fall into the sludge tank 8; and the mass m displayed on the first weighing gauge 5 is read. i (i = 1, 2, 3...), read the volume scale V on the side wall of the dual-compartment tank 1. i (i = 1, 2, 3...); Open the mud discharge valve 10 to discharge the disintegrating material and water in the mud-water chamber 8 into the beaker; then inject clean water into the mud-water chamber 8 through the water inlet pipe 11 to clean the mud-water chamber 8, and the cleaning water is still discharged into the beaker through the mud discharge pipe 9; then close the mud discharge valve 10 and inject clean water into the mud-water chamber 8 until it is full; the beaker collects t i -t i-1 The amount of disintegrating mud and water in the soil sample during the time interval was measured directly after drying to obtain t. i -ti-1 Disintegration amount Δm of soil sample within time interval si (i = 1, 2, 3...).

[0091] S6. Based on the obtained data parameters, the disintegration rate ν of the soil sample at each stage of the entire disintegration process can be calculated. i The study also quantitatively investigated the impact of soil saturation degassing process on soil disintegration process.

[0092] The specific calculation method is as follows:

[0093] t i ~t i-1 The change in the volume of clear water in the double-compartment tank (1) caused by the overflow of air bubbles in the soil sample during the time interval is: ΔV i =V i -V i-1 ;

[0094] t i ~t i-1 The change in buoyancy caused by the overflow of air bubbles in the soil sample during the time interval is: Δm vi =ρ w ΔV i ,

[0095] t i ~t i-1 The change in buoyancy caused by the change in soil sample volume over the time interval is: Δm i =m i -m i-1 ;

[0096] t i ~t i-1 The soil particle disintegration rate of the soil sample within the time interval: v si =Δm si / (t i -t i-1 );

[0097] t i ~t i-1 Bubble overflow rate in soil sample within time interval: v vi =Δm vi / (t i -t i-1 );

[0098] t i ~t i-1 The rate of volume reduction of the soil sample over the time interval: v i =Δm i / (t i -t i-1 );

[0099] If ν vi≠0, indicating that the soil sample is still in the unsaturated disintegration stage at this time;

[0100] If v vi =0 indicates that the soil sample is currently in the saturated disintegration stage;

[0101] To study the degree of soil fragmentation and particle breakage at different time points, comparisons can be made using A. i :

[0102]

[0103] Among them, G s ρ represents the relative density of the soil sample. w (4℃) is the density of pure water at 4℃. A i The smaller the value, the more significant the degree of soil disintegration and breakup of soil particles.

[0104] To study the impact of air bubble overflow on soil disintegration during the unsaturated disintegration stage, the influence of air bubble overflow on soil disintegration can be compared with that of soil samples at v vi The soil particle disintegration rate v in each test stage ≠0 si With soil sample in v vi =0 in each test stage, soil particle disintegration rate v si The larger the difference, the greater the impact of air bubbles escaping from the soil on soil disintegration.

[0105] Example 2:

[0106] Based on Embodiment 1, the difference is as follows: Figure 1 and Figure 5 As shown, the bottom of the horizontal support rod 202 is provided with a hollow fixed rod 14 extending vertically downward. The hollow fixed rod 14 is provided with a heat insulation cover 15 that can move up and down. The inner wall of the heat insulation cover 15 is provided with an electric heating tube 16. A second weighing scale 17 is also provided on one side of the double-compartment tank 1.

[0107] Specifically, the hollow fixing rod 14 is a hollow stainless steel tube with threads at the top. It is fixedly installed by threading into a pre-drilled threaded hole on the horizontal support rod 202. The hollow fixing rod 14 is coaxially arranged with the through hole located in the middle of the first weighing scale 5. The inner diameter of the hollow fixing rod 14 matches the outer diameter of the pull rod 3. The pull rod 3 passes through the through hole and the hollow fixing rod 14 from top to bottom. In this way, the hollow fixing rod 14 limits the movement of the pull rod 3, which is beneficial to the stability of the pull rod 3 when moving up and down. In this embodiment, the outer surface of the pull rod 3 is coated with lubricating oil to reduce the friction between the pull rod 3 and the hollow fixing rod 14, thereby improving the accuracy of the measurement of the first weighing scale 5.

[0108] The heat insulation cover 15 has an inner diameter and height greater than the diagonal size and height of the disintegration cage 4. It is hollow at the top and has a connecting hole in the middle. It is open at the bottom and coated with heat insulation material on both the inner and outer sides. The hollow fixing rod 14 passes through the connecting hole. The side wall of the connecting hole has a threaded hole. The threaded hole is screwed with a fixing screw. When the fixing screw is tightened, the inner end of the fixing screw abuts against the hollow fixing rod 14, thereby fixing the position of the heat insulation cover 15. When the fixing screw is loosened, the heat insulation cover 15 can move up and down.

[0109] In use, the soil sample inside the disintegration cage 4 can be covered by the heat insulation cover 15, and then the soil sample can be heated and dried by the electric heating tube 16 inside the heat insulation cover 15. Combined with the first weighing meter 5 and the second weighing meter 17, the influence of the soil water vapor evaporation process on the soil stripping process can be accurately quantified, or the soil erosion resistance test under the action of dry and wet cycles can be carried out.

[0110] Preferably, in this embodiment, a sleeve 18 is fitted on the hollow fixing rod 14, and the heat insulation cover 15 is movably installed on the sleeve 18, which helps to improve the service life of the device. At the same time, if the heat insulation cover 15 needs to be moved down a large distance, the sleeve 18 can be slid down to extend the distance that the heat insulation cover 15 can move down, making it more convenient to use.

[0111] The method for conducting direct soil dehydration and stripping tests using the aforementioned dual-modal direct testing apparatus includes the following steps.

[0112] The soil dehydration stripping direct test method specifically includes the following steps.

[0113] S1. Obtain soil samples;

[0114] S2. Rotate the horizontal support rod 202, lower the pull rod 3 so that the disintegration cage 4 is at a suitable height directly above the second weighing meter 17, tighten the locking screw 302, zero the first weighing meter 5, put the soil sample into the disintegration cage 4, read the mass displayed by the first weighing meter 5 and record it as G0, and then zero the second weighing meter 17; lower the heat insulation cover 15 so that the heat insulation cover 15 covers the disintegration cage 4 and the soil sample inside, and then dry the soil sample through the electric heating tube 16 inside the heat insulation cover 15.

[0115] S3. Subsequently, during the drying process, the soil sample mass measured by the first weighing instrument 5 is read and recorded at time intervals t, and recorded as G. i (i = 1, 2, 3...); Read the mass of the soil sample that has been peeled off, measured by the second weighing gauge 17, and record it as M. i (i = 1, 2, 3...), the soil stripping increment ΔM within each time interval t is calculated. i =M i -Mi-1 Soil and water loss ΔGi=G i -G i-1 -ΔM i .

[0116] The method for conducting a soil disintegration-exfoliation dual-modal durability degradation test on soil samples under alternating wet and dry conditions using the aforementioned soil disintegration-exfoliation dual-modal direct testing apparatus specifically includes the following steps:

[0117] S1. Obtain a soil sample. Zero the first weighing scale 5. Release the soil sample into the disintegration cage 4. Open the water inlet valve 19. Pour a certain height of clean water into the double-compartment tank 1. Read the volume scale on the side wall of the double-compartment tank 1, that is, the volume of clean water in the double-compartment tank 1, and record it as V.

[0118] S2. Rotate the horizontal support rod 202, lower the pull rod 3 so that the disintegration cage 4 is at a suitable height directly above the second weighing scale 17, tighten the locking screw 302, lower the heat insulation cover 15 so that the heat insulation cover 15 covers the disintegration cage 4, dry the soil sample through the electric heating tube 16 inside the heat insulation cover 15, read the mass G0 displayed on the first weighing scale 5; and zero the second weighing scale 17.

[0119] S3. Subsequently, during the drying time interval t, the mass G of the first weighing scale 5 is read and recorded respectively. i (i = 1, 2, 3...) and the second weighing scale 17 displays the mass M. i (i = 1, 2, 3...). The soil stripping increment ΔM within each time interval t is calculated. i =M i -M i-1 Soil and water loss ΔGi=G i -G i-1 -ΔM i When △G i When the soil dehydration and stripping test result is 0, the test ends.

[0120] S4. Raise the heat insulation cover 15 so that it is below the horizontal support rod 202. After raising the pull rod 3 to make the disintegration cage 4 to a suitable height, rotate the horizontal support rod 202 so that the disintegration cage 4 is directly above the double-compartment tank 1.

[0121] S5. Lower the pull rod 3 to completely submerge the soil sample in the disintegration cage 4 into the water, tighten the locking screw 302, start the soil sample disintegration test timing, and record it as time t0. Read and record the mass m0 displayed by the first weighing scale 5, and read the volume scale V0 on the side wall of the double bin 1.

[0122] S6. Based on the disintegration characteristics of the measured soil sample, at t iAt each of the following times (i = 1, 2, 3...), a beaker is placed below the sludge discharge pipe 9, and the valve plate 6 is rotated 180 degrees to allow the disintegrating material deposited on the valve plate 6 to fall into the sludge tank 8; and the mass m displayed on the first weighing scale 5 is read. i (i = 1, 2, 3...), read the volume scale V on the side wall of the dual-compartment tank 1. i (i = 1, 2, 3...); Open the mud discharge valve 10 to discharge the disintegrating material and water in the mud-water chamber 8 into the beaker; then inject clean water into the mud-water chamber 8 through the water inlet pipe 11 to clean the mud-water chamber 8, and the cleaning water is still discharged into the beaker through the mud discharge pipe 9; then close the mud discharge valve 10 and inject clean water into the mud-water chamber 8 until it is full; the beaker collects t i -t i-1 The amount of disintegrating mud and water in the soil sample during the time interval was measured directly after drying to obtain t. i -t i-1 Disintegration amount Δm of soil sample within time interval si (i = 1, 2, 3...);

[0123] When V i-1 -V i When Δm = 0, the soil reaches a saturated state. i When the value is 0, the soil disintegration stability test is considered to be over; raise the tie rod 3 so that the disintegration cage 4 is at a suitable height directly above the double-compartment tank 1, and tighten the locking screw 302.

[0124] Repeat steps S2 to S7, and based on the obtained data parameters, develop a method for testing the progressive durability degradation of soil samples under alternating wet and dry conditions.

[0125] The various embodiments of the present invention have been described above. These descriptions are exemplary and not exhaustive, nor are they limited to the disclosed embodiments. Many modifications and variations will be apparent to those skilled in the art without departing from the scope and spirit of the described embodiments. The terminology used herein is chosen to best explain the principles, practical application, or improvement of the technology in the market, or to enable others skilled in the art to understand the embodiments disclosed herein.

Claims

1. A soil disintegration-exfoliation dual-mode direct testing device, characterized in that: Includes a double-compartment bucket (1), a lever (3), a disintegration cage (4), and a first weighing scale (5); The double-compartment container (1) is provided with a vertically movable pull rod (3) above it via a support frame (2), and a disintegration cage (4) is provided at the lower end of the pull rod (3); a first weighing gauge (5) is provided on the support frame (2) for detecting the tension on the pull rod (3); A valve plate (6) is rotatably installed inside the double-compartment tank (1). The valve plate (6) divides the internal cavity of the double-compartment tank (1) into an upper disintegration compartment (7) and a lower mud and water compartment (8). A mud discharge pipe (9) is provided at the bottom of the mud and water compartment (8), and a mud discharge valve (10) is provided on the mud discharge pipe (9). A water inlet pipe (11), an air inlet pipe (12), and an exhaust pipe (13) are provided on the side wall of the mud and water compartment (8).

2. The soil disintegration-stripping dual-mode direct testing device according to claim 1, characterized in that: The support frame (2) includes a vertical support rod (201) and a horizontal support rod (202); The vertical support rod (201) is installed on one side of the double bin (1). A horizontal support rod (202) is rotatably installed on the upper end of the vertical support rod (201). A first weighing scale (5) is provided on the horizontal support rod (202). A through hole is opened in the middle of the first weighing scale (5). The pull rod (3) passes through the through hole. A limiting block (301) is fitted on the pull rod (3) above the first weighing scale (5). The limiting block (301) has a threaded hole on its side. The locking screw (302) passes through the threaded hole and abuts against the pull rod (3).

3. The soil disintegration-stripping dual-mode direct testing device according to claim 1, characterized in that: The bottom of the horizontal support rod (202) is provided with a hollow fixing rod (14) extending vertically downward; The hollow fixing rod (14) is provided with a heat insulation cover (15) that can move up and down, and the inner wall of the heat insulation cover (15) is provided with an electric heating tube (16). A second weighing meter (17) is also provided on one side of the double-compartment barrel (1).

4. The soil disintegration-stripping dual-mode direct testing device according to claim 3, characterized in that: A sleeve (18) is fitted onto the hollow fixing rod (14), and the heat insulation cover (15) is movably installed on the sleeve (18).

5. The soil disintegration-stripping dual-mode direct testing device according to claim 1, characterized in that: The outer wall of the double-compartment container (1) is provided with volume scale lines.

6. The soil disintegration-stripping dual-mode direct testing device according to claim 1, characterized in that: The water inlet pipe (11) is equipped with a water inlet valve (19); An air pump (20) is provided at the other end of the air intake pipe (12), and an air intake valve (21) is provided on the air intake pipe (12); An exhaust valve (22) is provided on the exhaust pipe (13).

7. The application of the test apparatus according to any one of claims 1-6, characterized in that: The soil disintegration-stripping dual-mode direct test was conducted using the aforementioned test apparatus, and one of the following three methods was selected for the test. (1) Test method for direct test of soil disintegration under water immersion; (2) Test method for direct test of soil dehydration and stripping; (3) Disintegration-stripping dual-mode durability degradation test method for soil samples under alternating wet and dry conditions.

8. The application according to claim 7, characterized in that: The specific steps of the direct test method for soil disintegration under water immersion include: S1: Place a soil sample in the disintegration cage (4), read the mass of the soil sample obtained by the first weighing scale (5), and record it as m; pour clean water into the double-compartment bucket (1), read the volume of clean water in the double-compartment bucket (1), and record it as V; S2: Lower the lever (3) so that the soil sample in the disintegration cage (4) is completely submerged in the water; at this moment, the soil sample disintegration test timer starts and is recorded as t0. The mass of the soil sample obtained by the first weighing scale (5) at this time is read and recorded as m0. The volume of the water in the double bin (1) at this time is read and recorded as V0. S3: Perform the following steps at evenly spaced intervals. The recording time is t i (i = 1, 2, 3...); Place a beaker below the sludge discharge pipe (9), rotate the valve plate (6) 180 degrees to allow the disintegrating material deposited on the valve plate (6) to fall into the mud-water tank (8); and read the mass of the soil sample obtained by the first weighing instrument (5) at this time, and record it as m. i (i = 1, 2, 3...); Read the volume of clean water in the double-compartment bucket (1) at this time and record it as Vi (i = 1, 2, 3...); Open the mud discharge valve (10) and the vent valve (22) to discharge the disintegrating material and water in the mud-water chamber (8) into the beaker; then inject clean water into the mud-water chamber (8) through the water inlet pipe (11) to clean the mud-water chamber (8), and the cleaning water is discharged into the beaker through the mud discharge pipe (9); then close the mud discharge valve (10), inject clean water into the mud-water chamber (8) until it is full, and then close the vent valve (22); The disintegrating material in the beaker was dried and weighed to obtain the amount of mud and water disintegrating from the soil sample at intervals, which was recorded as Δm. si (i = 1, 2, 3...); t i ~t i-1 The change in the volume of clear water in the double-compartment container (1) caused by the overflow of air bubbles in the soil sample during the time interval is: ΔV i =V i -V i-1 ;t i ~t i-1 The change in buoyancy caused by the overflow of air bubbles in the soil sample during the time interval is: Δm vi =ρ w ΔV i , t i ~t i-1 The change in buoyancy caused by the change in soil sample volume over the time interval is: Δm i =m i -m i-1 ; S4:t i ~t i-1 The soil particle disintegration rate of the soil sample within the time interval: v si =Δm si / (t i -t i-1 ); t i ~t i-1 Bubble overflow rate in soil sample within time interval: ν vi =Δm vi / (t i -t i-1 ); t i ~t i-1 Rate of volume reduction of soil sample over time interval: ν i =Δm i / (t i -t i-1 ); If v vi If v ≠ 0, it indicates that the soil sample is still in the unsaturated disintegration stage at this time; vi =0 indicates that the soil sample is currently in the saturated disintegration stage; To study the degree of soil fragmentation and particle breakage at different time points, comparisons can be made using A. i : Among them, G s ρ represents the relative density of the soil sample. w (4℃) is the density of pure water at 4℃; A i The smaller the value, the more significant the degree of soil disintegration and breakup of the soil particles. To study the impact of air bubble overflow on soil disintegration during the unsaturated disintegration stage, the influence of air bubble overflow on soil disintegration can be compared with that of soil samples at v vi The soil particle disintegration rate v in each test stage ≠0 si With soil sample in v vi =0 in each test stage, soil particle disintegration rate v si The larger the difference, the greater the impact of air bubbles escaping from the soil on soil disintegration.

9. The application according to claim 7, characterized in that: The soil dehydration stripping direct test method specifically includes the following steps. S1. Obtain soil samples; S2. Rotate the horizontal support rod (202) and lower the pull rod (3) so that the disintegration cage (4) is at a suitable height directly above the second weighing scale (17). Tighten the locking screw (302), zero the first weighing scale (5), put the soil sample into the disintegration cage (4), read the mass displayed by the first weighing scale (5) and record it as G0, and then zero the second weighing scale (17). Lower the heat insulation cover (15) so that the heat insulation cover (15) covers the disintegration cage (4) and the soil sample inside it, and then dry the soil sample through the electric heating tube (16) inside the heat insulation cover (15). S3. Subsequently, during the drying process, the soil sample mass measured by the first weighing instrument (5) was read and recorded at time intervals t, and recorded as G. i (i = 1, 2, 3...); read the mass of the soil sample that has been peeled off measured by the second weighing gauge (17) and record it as M. i (i = 1, 2, 3...), the soil stripping increment ΔM within each time interval t is calculated. i =M i -M i-1 Soil and water loss ΔGi=G i -G i-1 -ΔM i .

10. The application according to claim 7, characterized in that: The specific steps of the disintegration-exfoliation dual-modal durability degradation test method for soil samples under alternating wet and dry conditions include: S1. Obtain a soil sample, zero the first weighing scale (5), release the soil sample in the disintegration cage (4), open the water inlet valve (19), inject a certain height of clean water into the double-compartment tank (1), read the volume scale on the side wall of the double-compartment tank (1), that is, the volume of clean water in the double-compartment tank (1), and record it as V. S2. Rotate the horizontal support rod (202), lower the pull rod (3) so that the disintegration cage (4) is at a suitable height directly above the second weighing scale (17), tighten the locking screw (302), lower the heat insulation cover (15) so that the heat insulation cover (15) covers the disintegration cage (4), dry the soil sample through the electric heating tube (16) inside the heat insulation cover (15), read the mass G0 displayed on the first weighing scale (5); zero the second weighing scale (17); S3. Subsequently, during the drying time interval t, the mass G of the first weighing scale (5) is read and recorded. i (i = 1, 2, 3...) and the second weighing scale (17) display the mass M. i (i = 1, 2, 3...); the soil stripping increment ΔM within each t time interval is calculated. i =M i -M i-1 Soil and water loss ΔGi=G i -G i-1 -ΔM i When △G i When the soil dehydration and stripping test result is 0, the test ends. S4. Raise the heat shield (15) so that it is below the horizontal support rod (202), lift the pull rod (3) to make the disintegration cage (4) reach a suitable height, and then rotate the horizontal support rod (202) so that the disintegration cage (4) is directly above the double bin (1). S5. Lower the pull rod (3) to make the soil sample in the disintegration cage (4) completely sink into the water, tighten the locking screw (302), start the soil sample disintegration test timing, and record it as time t0. Read and record the mass m0 displayed by the first weighing scale (5), and read the volume scale V0 on the side wall of the double bin (1). S6. Based on the disintegration characteristics of the measured soil sample, at t i At each of the following times (i = 1, 2, 3...), a beaker is placed below the sludge discharge pipe (9), and the valve plate (6) is rotated 180 degrees to allow the disintegrating material deposited on the valve plate (6) to fall into the sludge tank (8); and the mass m displayed on the first weighing scale (5) is read. i (i = 1, 2, 3...), read the volume scale V on the side wall of the dual-compartment bucket (1). i (i = 1, 2, 3...); Open the mud discharge valve (10) to discharge the disintegrating material and water in the mud-water chamber (8) into the beaker; then inject clean water into the mud-water chamber (8) through the water inlet pipe (11) to clean the mud-water chamber (8), and the cleaning water is discharged into the beaker through the mud discharge pipe (9); then close the mud discharge valve (10) and inject clean water into the mud-water chamber (8) until it is full; the beaker collects t i -t i-1 The amount of disintegrating mud and water in the soil sample during the time interval was measured directly after drying to obtain t. i -t i-1 The amount of soil particles disintegrating Δm in the soil sample over the time interval si (i = 1, 2, 3...); When V i-1 -V i When Δm = 0, the soil reaches a saturated state. i =0 is considered the end of the soil disintegration stability test; raise the tie rod (3) so that the disintegration cage (4) is at a suitable height directly above the double chamber (1), and tighten the locking screw (302); Repeat steps S2 to S7, and based on the obtained data parameters, develop a method for testing the progressive durability degradation of soil samples under alternating wet and dry conditions.

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