CN114235601A - Direct shear-seepage test device and method for soil-rock interface under constant normal stress condition - Google Patents
Direct shear-seepage test device and method for soil-rock interface under constant normal stress condition Download PDFInfo
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- CN114235601A CN114235601A CN202111321305.9A CN202111321305A CN114235601A CN 114235601 A CN114235601 A CN 114235601A CN 202111321305 A CN202111321305 A CN 202111321305A CN 114235601 A CN114235601 A CN 114235601A
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N3/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N3/24—Investigating strength properties of solid materials by application of mechanical stress by applying steady shearing forces
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N15/00—Investigating characteristics of particles; Investigating permeability, pore-volume, or surface-area of porous materials
- G01N15/08—Investigating permeability, pore-volume, or surface area of porous materials
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N2203/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N2203/0014—Type of force applied
- G01N2203/0025—Shearing
Abstract
The invention provides a direct shear-seepage test device for a soil-rock interface under a constant normal stress condition and a test method thereof, wherein the test device comprises a direct shear loading system, a seepage control system and a monitoring system, the direct shear loading system comprises an upper shear box and a lower shear box, a rock test piece is arranged in the upper shear box, a soil test piece is arranged in the lower shear box, a flow guide channel is arranged in the rock test piece, one end of the flow guide channel corresponds to a water inlet, the other end of the flow guide channel is arranged at the interface, the lower shear box is provided with a water outlet and a water tank, a vertical jack is arranged at the top of the upper shear box, and a servo motor and a loading rod are arranged on one side of the lower shear box; the seepage control system comprises a water pipe, and the water pipe supplies water through a water supply device; the monitoring system comprises a normal load sensor, a shearing displacement sensor and a flow measuring device which are in communication connection with the data acquisition system. The test device and the method can apply constant normal stress to the soil rock test piece and realize the direct shear-seepage process of the test object.
Description
Technical Field
The invention relates to the field of geotechnical engineering, in particular to a direct shear-seepage test device and a direct shear-seepage test method for an earth-rock interface under a constant normal stress condition.
Background
The accumulation body side slope is usually composed of a soil-rock mixture or is located on bedrock, a natural soil-rock contact surface is formed between rock and soil, and the shear seepage mechanical property of the accumulation body side slope under the hydrodynamic force action of rainfall, reservoir water level change and the like is an important factor influencing the side slope stability, so that the research on the direct shear-seepage coupling property of the soil-rock interface can provide theoretical support for the evaluation of the geotechnical engineering side slope stability.
At present, domestic and foreign scholars have few researches on the direct shear-seepage coupling characteristics of soil-rock interfaces, and many scholars conduct the research on a test system for the direct shear-seepage coupling characteristics of single-crack rocks, including the Shandong university of science and technology, namely a rock fracture shear-seepage coupling test system under the action of confining pressure (CN 102253183A), and provide a rock fracture shear-seepage coupling test system which can realize the rock fracture permeability test and analysis in a complex stress state; a rock fracture shearing seepage coupling test box (CN 202133661U) of Shandong science and technology university can ensure that water in a rock joint flows along a specified path and does not leak on a boundary in a vertical water flow direction when an upper joint surface and a lower joint surface generate relative displacement under the action of shearing force in the shearing process of the rock joint; the rock joint shearing-seepage coupling test system (CN 201237591Y) of the university of the same economic society can obtain the change values of joint openness, horizontal displacement, flow and the like while loading; "shear box and test method suitable for rock joint shear seepage coupling test" (CN 102944665A) of Wuhan university, mainly solve the technical problem that the sealing means that the prior art exists is not enough, can't realize good water-sealing effect, etc., have provided a shear box and test method suitable for rock joint shear seepage coupling test that can form the water-sealing boundary with very good effect in the sample periphery; "a single-crack rock test piece direct shear-seepage test device and test method under hydrostatic pressure conditions" (CN 107782628A) of Taiyuan theory of engineering university can apply hydrostatic pressure conditions to a single-crack test piece and realize the direct shear-seepage process of a test object. However, these existing rock shear-seepage coupling test devices cannot be used for testing the shear-seepage coupling characteristics of the soil-rock interface, and the following problems need to be solved: 1) the key point in the shear seepage coupling test is to solve the sealing problem in the direct shear seepage process, namely to ensure that water only flows along an interface channel without side leakage in the shearing and dislocation process of a rock test piece, but the sealing operation of the test equipment is more complicated and the sealing effect is difficult to meet the requirement of test precision; 2) the applied shear displacement of the rock fracture is small, mainly because the larger the shear displacement, the more difficult the sealing of the fractured rock is to be ensured. In consideration of the fact that the reliability of the sealing of the test piece is low, the operation is difficult, and the application of the shearing displacement is influenced, the invention provides a novel method for the direct shearing-seepage coupling test, the test piece does not need to be strictly sealed, and the design and operation difficulty of the test device is greatly reduced.
Therefore, in order to solve the defects and shortcomings of the test method, an efficient, reliable and simple-to-operate soil-rock interface direct shear-seepage test device is developed, the evolution rule of the soil-rock interface shear seepage characteristic under different stress states is obtained, and the device has important significance for researching the shear seepage mechanics mechanism of slope instability of the accumulation body slope under the action of hydrodynamic factors such as rainfall, reservoir level change and the like.
Disclosure of Invention
The invention aims to solve the technical problem of providing a direct shear-seepage test device for an earth-rock interface under a constant normal stress condition and a test method thereof, which can realize the direct shear-seepage process of a test object under the condition of applying the constant normal stress to an earth-rock test piece.
In order to solve the technical problems, the technical scheme adopted by the invention is as follows: a direct shear-seepage test device for a soil-rock interface under a constant normal stress condition comprises a direct shear loading system, a seepage control system and a monitoring system, wherein the direct shear loading system comprises an upper shear box and a lower shear box, a rock test piece is arranged in the upper shear box, a soil test piece is arranged in the lower shear box, a water inlet is formed in the side wall of the upper shear box, a flow guide channel is arranged in the rock test piece, one end of the flow guide channel corresponds to the water inlet, the other end of the flow guide channel is arranged at the interface of the rock test piece and the soil test piece, a water outlet is formed in the side wall of the lower shear box, a water tank is arranged on the outer side of the lower shear box and opposite to the water outlet, a water drain pipe is arranged in the water tank, a vertical jack is arranged at the top of the upper shear box, a servo motor is arranged on one side of the lower shear box, and a loading rod for applying force to the lower shear box is arranged at the output end of the servo motor; the seepage control system comprises a water pipe connected with the water inlet, and the water pipe supplies water through a water supply device; the monitoring system comprises a normal load sensor and a shearing load sensor which are respectively arranged on the top and the side wall of the upper shearing box, and a shearing displacement sensor which is arranged on one side of the lower shearing box, wherein the shearing load sensor and the shearing displacement sensor are arranged on a top head seat, the monitoring system also comprises a flow measuring device for measuring the flow of the seepage water in the water tank, and the normal load sensor, the shearing displacement sensor and the flow measuring device are in communication connection with the data acquisition system.
In the preferred scheme, the water supply device comprises a water tank, the water tank is connected with a water inlet through a water pipe, and the water tank is connected with an air compressor through a pipeline.
In a preferred scheme, the flow measuring device is an electronic balance, and a measuring cup is arranged on the electronic balance.
In the preferred scheme, a control valve and a water pressure sensor are arranged on the water pipe, and the water pressure sensor is in communication connection with a data acquisition system.
In a preferred scheme, the bottom of the lower shearing box is provided with a roller.
The invention also provides a test method of the soil-rock interface direct shear-seepage test device under the constant normal stress condition, which comprises the following steps:
preparing a rock test piece, drilling a flow guide channel in the rock test piece, and placing the rock test piece in an upper shear box;
step two, performing saturation treatment on the soil sample of the soil test piece, then loading the soil sample into a lower shearing box, and folding the upper shearing box and the lower shearing box;
thirdly, after a seepage control system and a monitoring system are installed, starting a vertical jack for pressurization, then starting a servo motor to apply shear stress, starting the seepage control system, and starting a direct shear-seepage test;
and step four, analyzing data.
In a preferred scheme, in the fourth step, the applied pressure gradient is obtained through the pressure value measured by the water pressure sensor, and the change process of the permeability characteristics of the soil-rock interface from Darcy seepage to non-Darcy seepage can be obtained according to the relation between the flow rate and the pressure gradient
In the formula, p1D is the pressure value measured by the water pressure sensor, and d is the soil-rock interface diameter.
The soil-rock interface direct shear-seepage test device and the test method thereof under the constant normal stress condition can apply the constant normal stress condition to the soil-rock test piece, realize the direct shear-seepage process of the test object, obtain the evolution law of the soil-rock interface shear seepage characteristic under different stress states, and have important significance for researching the shear seepage mechanics mechanism of the slope instability of the accumulation body slope under the action of hydrodynamic factors such as rainfall, reservoir water level change and the like.
Drawings
The invention is further illustrated with reference to the accompanying drawings and examples:
FIG. 1 is a structural view of a test apparatus of the present invention;
FIG. 2 is a shear stress-shear displacement relation curve of a soil-rock interface under the normal load action of 28.73 kPa;
FIG. 3 is a time course curve of water yield under the normal load of 28.73 kPa;
FIG. 4 is a pressure gradient-flow relationship curve under the normal load of 28.73kPa
In the figure: the device comprises an upper shearing box 1, a lower shearing box 2, a rock test piece 3, a soil test piece 4, a water tank 5, a vertical jack 6, a servo motor 7, a loading rod 8, a water pipe 9, a normal load sensor 10, a shearing load sensor 11, a shearing displacement sensor 12, a top head seat 13, a flow measuring device 14, a data acquisition system 15, a water tank 16, an air compressor 17, a measuring cup 18, a control valve 19, a water pressure sensor 20, a roller 21, a water inlet 101, a water outlet 201, a flow guide channel 301 and a water drainage pipe 501.
Detailed Description
As shown in figure 1, the soil-rock interface direct shear-seepage test device under the constant normal stress condition comprises a direct shear loading system, a seepage control system and a monitoring system, wherein the direct shear loading system comprises an upper shear box 1 and a lower shear box 2, the sizes of the upper and lower shear inner boxes are respectively 180mm in diameter, 180mm in height and 20mm in thickness, and the direct shear-seepage test device is formed by assembling.
Go up to be equipped with rock test piece 3 in the shear box 1, be equipped with soil body test piece 4 in the shear box 2 down, it is equipped with water inlet 101 to go up shear box 1 lateral wall, be equipped with water conservancy diversion passageway 301 in the rock test piece 3, in this embodiment, water conservancy diversion passageway 301 is "L" shape structure, water conservancy diversion passageway 301 one end corresponds with water inlet 101, the other end sets up at the interface of rock test piece 3 and soil body test piece 4, through setting up water conservancy diversion passageway 301, make rivers ooze to all around through the soil rock interface from rock test piece 3 center, the device is sealed difficult problem under the shearing action has been solved.
2 lateral walls of lower shearing box are equipped with delivery port 201, the relative delivery port 201 in 2 outsides of lower shearing box is equipped with basin 5, basin 5 is the loop configuration, set up around lower shearing box 2, pass through bolted connection with lower shearing box 2, basin 5 is equipped with drain pipe 501, 1 top of upper shearing box is equipped with perpendicular jack 6, 2 one side of lower shearing box is equipped with servo motor 7, servo motor 7's output is equipped with the loading rod 8 that carries out the application of force to lower shearing box 2, upper shearing box 1 is different relatively, promote lower shearing box 2, produce shearing load, control accuracy can reach 0.01kN/s or 0.001 mm/s.
The seepage control system comprises a water pipe 9 connected with the water inlet 101, and the water pipe 9 supplies water through a water supply device. Water flows through the soil-rock interface from the water inlet 101 along the flow guide channel 301 in the rock, and the water inlet 101, the flow guide channel 301, the water outlet 201 and the soil-rock interface form a communicated seepage channel. The water tank 5 is used for collecting water flow at the water outlet 201.
The monitoring system comprises a normal load sensor 10 and a shearing load sensor 11 which are respectively arranged on the top and the side wall of the upper shearing box 1, and a shearing displacement sensor 12 which is arranged on one side of the lower shearing box 2, wherein the shearing load sensor 11 and the shearing displacement sensor 12 are arranged on a top head base 13, the monitoring system also comprises a flow measuring device 14 which is used for measuring the flow of the seepage water in the water tank 5, and the normal load sensor 10, the shearing load sensor 11, the shearing displacement sensor 12 and the flow measuring device 14 are in communication connection with a data acquisition system 15.
In the present embodiment, the water supply device includes a water tank 16, the water tank 16 is connected to the water inlet 101 through a water pipe 9, and the water tank 16 is connected to the air compressor 17 through a pipe.
Wherein the air compressor 17 is the source of air power to provide all the pneumatic loading for this test.
The flow measuring device 14 is an electronic balance, a measuring cup 18 is arranged on the electronic balance, and the flow is calculated by measuring the weight of the water flowing out through the electronic balance.
The flow measuring device 14 may also be replaced by a flow meter.
Preferably, a control valve 19 and a water pressure sensor 20 are arranged on the water pipe 9, and the water pressure sensor 20 is in communication connection with the data acquisition system 15.
The control valve 19 can control constant flow, and the water pressure sensor 20 can be used for monitoring the pressure value of the fluid, and simultaneously can obtain the change process of the permeability characteristics of the soil-rock interface from Darcy seepage to non-Darcy seepage according to the relation between the flow rate and the pressure gradient.
Preferably, the bottom of the lower cutting box 2 is provided with a roller 21. Through setting up gyro wheel 21, make things convenient for the removal of lower shear box 2, reduce the resistance.
A test method of a direct shear-seepage test device for an earth-rock interface under a constant normal stress condition comprises the following steps: preparing a rock test piece 3, splitting the cylindrical rock test piece with the size of 180mm and the height of 360mm into two halves by using a Brazilian splitting device, drilling a flow guide channel 301 in the rock test piece 3, placing the rock test piece 3 in an upper shearing box 1, communicating the flow guide channel 301 with a water inlet 101, and performing data processing on a rock interface by using a rock interface data processing system, wherein the size of the rock test piece 3 is 180mm and the height of the rock test piece is 180 mm.
And step two, performing saturation treatment on the soil sample of the soil test piece 4 to prevent water flow from entering the soil body in the seepage process to influence the test result, then loading the soil sample into the lower shearing box 2, wherein the contact surface of the soil body is in a circular shape with the diameter of 180mm, considering that the soil body generates settlement displacement to the soil body under the action of the gravity of rocks, selecting the height of the soil body according to the weight of the rocks, and enabling the upper shearing box 1 and the lower shearing box 2 to be folded, wherein the selection range is 180-230 mm.
And step three, after installing the seepage control system and the monitoring system, starting the vertical jack 6 for pressurization, starting the servo motor 7 for applying shear stress after the pressurization is carried out for a period of time, starting the seepage control system, applying the shear stress and the seepage pressure to set values, and starting the direct shear-seepage test.
All data changes were monitored throughout and the stress loading conditions were varied according to the test protocol. After the test is finished, the pressure is unloaded, all the monitoring devices are closed, and then the test device is disassembled. And taking out the tested soil body from the lower shearing box 2, taking out the rock test piece 3 from the upper shearing box 1, and continuously scanning the rock interface morphology characteristics after the test by using a 3D morphology scanner to compare with the rock interface morphology characteristics before the test.
And step four, analyzing data.
In the fourth step, the applied pressure gradient is obtained through the pressure value measured by the water pressure sensor 14, and the change process of the permeability characteristic of the soil-rock interface from Darcy seepage to non-Darcy seepage can be obtained according to the relation between the flow rate and the pressure gradient
In the formula, p1D is the pressure value measured by the water pressure sensor, and d is the soil-rock interface diameter.
In this example, a normal load of 28.73kPa was measured. After a period of time is applied to the normal load, the servo motor 7 is started, shearing stress is applied at a loading rate of 0.02mm/s, changes of pressure and displacement are observed in real time, when the shearing amount reaches 0.2mm, the shearing force loading is stopped, the control valve 19 is opened, the air compressor 17 is started to inject fluid at a certain rate, the flow rate of the liquid at the outlet is collected by the flow measurement device 14, and the air compressor 17 is stopped after the permeation is stable. And starting the servo motor 7 again to continuously apply the shearing force according to the speed of 0.02mm/s, and repeating the steps until the shearing amount reaches 20mm and then stopping loading. After the test is finished, the pressure of the injected fluid is unloaded, then all monitoring equipment is closed after the shearing force and the normal force are unloaded, and then the shearing box is disassembled.
The data recorded by the data acquisition system are sorted and analyzed, and the obtained results are shown in fig. 2-4. The p-q curve gradually deviates from linearity to form an upper concave shape along with the increase of the flow speed under the action of high normal load by analyzing the relation curve obtained in the figure. This is mainly due to the increase in flow velocity, which results in non-negligible inertial effects of the water flow, resulting in the water flow requiring more energy to overcome head losses due to inertial forces, thus causing flow non-linearity.
Claims (7)
1. A soil-rock interface direct shear-seepage test device under a constant normal stress condition is characterized by comprising a direct shear loading system, a seepage control system and a monitoring system, wherein the direct shear loading system comprises an upper shear box (1) and a lower shear box (2), a rock test piece (3) is arranged in the upper shear box (1), a soil test piece (4) is arranged in the lower shear box (2), a water inlet (101) is arranged on the side wall of the upper shear box (1), a flow guide channel (301) is arranged in the rock test piece (3), one end of the flow guide channel (301) corresponds to the water inlet (101), the other end of the flow guide channel is arranged at the interface between the rock test piece (3) and the soil test piece (4), a water outlet (201) is arranged on the side wall of the lower shear box (2), a water tank (5) is arranged on the outer side of the lower shear box (2) opposite to the water outlet (201), a water drain pipe (501) is arranged on the water tank (5), a vertical jack (6) is arranged at the top of the upper shear box (1), a servo motor (7) is arranged on one side of the lower shearing box (2), and a loading rod (8) for applying force to the lower shearing box (2) is arranged at the output end of the servo motor (7); the seepage control system comprises a water pipe (9) connected with the water inlet (101), and the water pipe (9) supplies water through a water supply device; the monitoring system comprises a normal load sensor (10) and a shear load sensor (11) which are respectively arranged on the top and the side wall of an upper shear box (1), and a shear displacement sensor (12) which is arranged on one side of a lower shear box (2), wherein the shear load sensor (11) and the shear displacement sensor (12) are arranged on a top head seat (13), the monitoring system further comprises a flow measurement device (14) for measuring the flow of seepage water in a water tank (5), and the normal load sensor (10), the shear load sensor (11), the shear displacement sensor (12) and the flow measurement device (14) are in communication connection with a data acquisition system (15).
2. The soil-rock interface direct shear-seepage test device under the constant normal stress condition as claimed in claim 1, wherein the water supply device comprises a water tank (16), the water tank (16) is connected with the water inlet (101) through a water pipe (9), and the water tank (16) is connected with the air compressor (17) through a pipeline.
3. The earth-rock interface direct shear-seepage test device under the constant normal stress condition of claim 1, wherein the flow measurement device (14) is an electronic balance, and a measurement cup (18) is arranged on the electronic balance.
4. The direct shear-seepage test device for the soil-rock interface under the constant normal stress condition as claimed in claim 1, wherein the water pipe (9) is provided with a control valve (19) and a water pressure sensor (20), and the water pressure sensor (20) is in communication connection with the data acquisition system (15).
5. The soil-rock interface direct shear-seepage test device under the constant normal stress condition of claim 1, wherein the bottom of the lower shear box (2) is provided with rollers (21).
6. A test method of a direct shear-seepage test device for an earth-rock interface under a constant normal stress condition is characterized by comprising the following steps:
preparing a rock test piece (3), drilling a flow guide channel (301) in the rock test piece (3), and placing the rock test piece (3) in an upper shear box (1);
step two, saturating the soil sample of the soil body test piece (4), then loading the soil sample into the lower shearing box (2), and folding the upper shearing box (1) and the lower shearing box (2);
thirdly, after a seepage control system and a monitoring system are installed, starting a vertical jack (6) for pressurization, then starting a servo motor (7) for applying shear stress, starting the seepage control system, and starting a direct shear-seepage test;
and step four, analyzing data.
7. The test method of the soil-rock interface direct shear-seepage test device under the constant normal stress condition as claimed in claim 6, wherein in the fourth step, the applied pressure gradient is obtained through the pressure value measured by the water pressure sensor (14), and the change process of the soil-rock interface permeability characteristic from Darcy seepage to non-Darcy seepage can be obtained according to the relation between the flow rate and the pressure gradient
In the formula, p1D is the pressure value measured by the water pressure sensor, and d is the soil-rock interface diameter.
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114778404A (en) * | 2022-03-28 | 2022-07-22 | 中国矿业大学 | Rock structural surface multidirectional free shearing-seepage visual experiment system and method |
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2021
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114778404A (en) * | 2022-03-28 | 2022-07-22 | 中国矿业大学 | Rock structural surface multidirectional free shearing-seepage visual experiment system and method |
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