CN113504133A - Soil-rock interface undisturbed sample torsional shear test method - Google Patents
Soil-rock interface undisturbed sample torsional shear test method Download PDFInfo
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- CN113504133A CN113504133A CN202110857554.3A CN202110857554A CN113504133A CN 113504133 A CN113504133 A CN 113504133A CN 202110857554 A CN202110857554 A CN 202110857554A CN 113504133 A CN113504133 A CN 113504133A
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- 239000011435 rock Substances 0.000 title claims abstract description 79
- 238000007660 shear property test Methods 0.000 title claims abstract description 10
- 238000012360 testing method Methods 0.000 claims abstract description 32
- 238000012546 transfer Methods 0.000 claims abstract description 22
- 238000005096 rolling process Methods 0.000 claims abstract description 5
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 76
- 238000010008 shearing Methods 0.000 claims description 18
- 238000005520 cutting process Methods 0.000 claims description 17
- 238000006073 displacement reaction Methods 0.000 claims description 16
- 239000002689 soil Substances 0.000 claims description 9
- 239000004575 stone Substances 0.000 claims description 7
- 238000000034 method Methods 0.000 abstract description 9
- 238000001764 infiltration Methods 0.000 description 7
- 230000008595 infiltration Effects 0.000 description 7
- 238000002474 experimental method Methods 0.000 description 5
- 230000008901 benefit Effects 0.000 description 4
- 230000005540 biological transmission Effects 0.000 description 4
- 238000005527 soil sampling Methods 0.000 description 3
- 238000001514 detection method Methods 0.000 description 2
- 238000009826 distribution Methods 0.000 description 2
- 230000000694 effects Effects 0.000 description 2
- 238000002360 preparation method Methods 0.000 description 2
- 229910000831 Steel Inorganic materials 0.000 description 1
- 238000013142 basic testing Methods 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000011065 in-situ storage Methods 0.000 description 1
- 238000009434 installation Methods 0.000 description 1
- WABPQHHGFIMREM-UHFFFAOYSA-N lead(0) Chemical compound [Pb] WABPQHHGFIMREM-UHFFFAOYSA-N 0.000 description 1
- 238000003825 pressing Methods 0.000 description 1
- 238000005070 sampling Methods 0.000 description 1
- 229920006395 saturated elastomer Polymers 0.000 description 1
- 238000007789 sealing Methods 0.000 description 1
- 239000010959 steel Substances 0.000 description 1
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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
- G01N3/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N3/02—Details
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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
- G01N3/08—Investigating strength properties of solid materials by application of mechanical stress by applying steady tensile or compressive forces
- G01N3/10—Investigating strength properties of solid materials by application of mechanical stress by applying steady tensile or compressive forces generated by pneumatic or hydraulic pressure
- G01N3/12—Pressure testing
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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
- G01N3/22—Investigating strength properties of solid materials by application of mechanical stress by applying steady torsional forces
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N2203/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N2203/0014—Type of force applied
- G01N2203/0016—Tensile or compressive
- G01N2203/0019—Compressive
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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
- G01N2203/0021—Torsional
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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
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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
- G01N2203/0026—Combination of several types of applied forces
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N2203/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N2203/02—Details not specific for a particular testing method
- G01N2203/026—Specifications of the specimen
- G01N2203/0262—Shape of the specimen
- G01N2203/0266—Cylindrical specimens
Abstract
A torsional shear test method for undisturbed samples of soil-rock interfaces comprises the following steps: firstly, preparing and installing a sample; secondly, applying and detecting normal stress; a force transfer plate is arranged on the sleeve, a base plate, a jack, a pressure sensor and a base plate are sequentially arranged on the force transfer plate, a rolling row is arranged between the base plate and the top plate, the jack and the force transfer plate are extended, and the central axes of the base plate, the jack and the pressure sensor are positioned on the same vertical line, so that normal stress is applied; thirdly, applying and detecting a torsional force; the worm wheel is arranged on the sleeve, the worm is arranged on the bottom plate through the bearing, the torque sensor is arranged between the worm and the hand wheel, the hand wheel is uniformly rotated to drive the worm to rotate, and the worm drives the worm wheel to rotate so as to drive the sleeve and the sample in the sleeve to rotate to complete the application of the torsional force. The torsional shear test method for the undisturbed sample of the soil-rock interface can solve the problems of gradual reduction of the soil-rock shear surface and stress concentration in the direct shear test process of the soil-rock interface.
Description
Divisional application based on parent case 'soil-rock interface undisturbed sample torsional shear test device and method' (application number 2019106559290)
Technical Field
The invention relates to a torsional shear test method for a soil-rock interface, in particular to a torsional shear test for an undisturbed sample of the soil-rock interface in the technical field of geotechnical engineering test, and is suitable for testing the shear strength of a contact interface between a soil body and bedrock.
Background
In geotechnical engineering, shear failure is one of the main forms of soil and rock failure and deformation, essentially all due to shear failure, and both geotechnical instability and failure develop with the development of shear displacement. Meanwhile, in actual engineering, since many bank landslides are shear sliding along the earth-rock contact surface, it is necessary to conduct experimental studies on the shear resistance of the earth-rock contact surface.
How to rapidly acquire accurate and objective actual shear strength parameters through tests has become a subject of general attention of engineering technicians. The direct shear test is widely used as a basic test method, and has the advantages of simple equipment, easy operation and short test duration, and is widely used in engineering. But it also has significant disadvantages, such as uneven distribution of shear stress on the shear plane, shear failure starting from the edge first, and stress concentration at the edge; during the shearing process, the shearing surface of the sample is gradually reduced, and the shearing strength is calculated according to the original sectional area of the sample. The shear strength of the earth-rock interface thus measured is small and inaccurate. On the other hand, in the current more shear test, a remolded sample is generally adopted, and the physical and mechanical properties of the remolded sample are obviously different from those of an undisturbed sample. Therefore, it is urgently needed to invent a device capable of shearing an undisturbed sample of an earth-rock interface and simultaneously eliminate the problems existing in a direct shear test.
Disclosure of Invention
The invention aims to solve the technical problem of providing a torsional shear test method for an undisturbed sample of a soil-rock interface, solving the problems of gradual reduction of a soil-rock shear surface and stress concentration in the direct shear test process of the soil-rock interface, and providing a torsional shear device for the undisturbed sample of the soil-rock interface, which integrates normal stress loading and annular shear, and a using method thereof.
In order to solve the technical problems, the invention adopts the technical scheme that:
a torsional shear test method for undisturbed samples of soil-rock interfaces comprises the following steps:
firstly, collecting an original sample to be tested by using a specially-made soil-taking cutting ring on site, cutting a rock plate with a certain size, sealing and transporting the rock plate back to a test room;
secondly, the cutting edge of the cutting ring with the sample is upward, the cutting ring is reversely placed on a sleeve, and the undisturbed sample is pushed into the sleeve by a bulldozing plug;
thirdly, mounting a left vertical plate and a right vertical plate of the bearing frame on a bottom plate, and then mounting a top plate to form a closed space;
fourthly, placing the rock plate on the bottom plate, then placing the sleeve filled with the sample in the center of the rock plate, and limiting the horizontal displacement of the sleeve through the fixed shaft rod and the anchorage device, and simultaneously limiting the relative displacement between the sleeve and the rock plate;
and fifthly, fixedly mounting the rotary sensor at one side of the sleeve through a bolt and rotating along with the sleeve.
Sixthly, placing a force transfer plate on the sleeve, paving a permeable stone between the force transfer plate and the sleeve, connecting one end of a water inlet conduit with the sleeve and a circular water inlet on the force transfer plate, connecting the other end of the water inlet conduit with a water container, and connecting the water container with a water source through a water outlet conduit; and opening the water outlet valve to enable the water container to contain water with certain scales, opening the water inlet valve, controlling the flow of the water through the water inlet valve, and observing and recording the change numerical value of the scales on the side wall of the water container.
Seventhly, sequentially placing a base plate, a jack, a sensor, a base plate, a rolling row, a stretching jack and a force transfer plate on the force transfer plate, wherein the central axes of the base plate, the jack and the sensor are positioned on the same vertical line, so that normal stress is applied, and data on a pressure dial plate is observed and recorded;
eighthly, install the worm wheel on the sleeve, the worm passes through bearing fixed mounting on the bottom plate, install torque sensor between worm and hand wheel, even rotation hand wheel, it is rotatory to drive the worm, the worm drives the worm wheel rotatory and then drives the interior sample rotation of sleeve and accomplish the application of torsional force, even rotation hand wheel, the round of every turn, read simultaneously and take notes torque sensor and rotation sensor's reading once, along with the increase of rotation sensor reading, until torque sensor's reading tends to stabilize or reduce, the sample is cut badly, can stop the test of this sample.
And ninthly, removing the vertical load, taking out the sample, taking out about 30-40 g of the sample near the shearing surface, and placing the sample in a box to measure the water content rate of the sample after the test.
And step ten, after the test is finished, removing the residual soil on the sleeve and the instrument, and then restoring the instrument device. The invention discloses a torsional shear test method for an undisturbed sample of a soil-rock interface, which has the following technical effects: at present, a direct shear test is generally adopted to obtain shear strength parameters of soil-rock interface shear failure, but in the direct shear test, the shear stress distribution on a shear surface is not uniform, and the stress concentration phenomenon occurs at the edge from the edge when the shear failure occurs; in addition, in the shearing process, the shearing surface of the sample is gradually reduced, and the shearing strength is calculated according to the original sectional area of the sample when the shearing strength is calculated, so that the measured shearing strength of the soil-rock interface is smaller; meanwhile, the influence of rainfall or reservoir water infiltration on the shearing performance of the soil-rock interface is not considered in the previous test, the soil-rock interface shearing test is generally carried out in a natural or saturated water state, and in the sample preparation process, a remolded sample is generally adopted, so that the test result cannot truly and accurately reflect the shearing performance of the soil-rock interface. The application realizes the application of the torsional force through the worm gear system, and solves the problems of the change of the soil-rock shearing area and the stress concentration in the direct shear test; through preparing an undisturbed sample, the infiltration unit can be used for simulating an earth-rock interface shear test under various conditions such as rainfall infiltration and reservoir water level lifting change process, so that the actual shear strength parameter can be rapidly and accurately and objectively reflected. The device disclosed by the invention can be used for carrying out an indoor test and can also well meet the requirements of a field soil-rock interface torsion shear test.
Drawings
The invention is further illustrated by the following examples in conjunction with the accompanying drawings:
fig. 1 is a front view of the soil-rock interface torsional shear apparatus of the present invention.
Fig. 2 is a top view of the soil-rock interface torsional shear apparatus of the present invention.
Fig. 3 is a side view of the soil-rock interface torsional shear apparatus of the present invention.
Fig. 4 is a schematic structural view of the sleeve of the present invention.
Fig. 5 is a half sectional view of the sleeve of the present invention.
Fig. 6 is a schematic structural view of the soil plug of the present invention.
FIG. 7 is a schematic view of the structure of the cutting ring of the present invention.
Fig. 8 is a top view of the roller assembly of the present invention.
Fig. 9 is a schematic diagram of a rotary sensor according to the present invention.
In the figure: the device comprises a top plate 1, a bottom plate 2, a left vertical plate 3, a right vertical plate 4, a base plate 5, a sensor 6, a hydraulic jack 7, a force transmission plate 8, a sleeve 9, a sample 10, a fixed shaft rod 11, an anchorage 12, a rock plate 13, a worm wheel 14, a worm 15, a bearing 16, a hand wheel rod 17, a hand wheel 18, a rotation sensor 19, a torque sensor 20, a controller 21, a lead wire 22, a pressure pump 23, a pressure dial 24, a water inlet valve 25, a water inlet conduit 26, a water container 27, a water outlet conduit 28, a water outlet valve 29, water container side wall scales 30, a tray 31, a support 32, a water source 33, a rolling row 34 and a permeable stone 35.
Detailed Description
As shown in fig. 1-4, the soil-rock interface undisturbed sample torsional shear test device comprises a bearing frame, wherein a sample fixing unit is arranged in the bearing frame, a normal stress loading unit is arranged above the sample fixing unit, and an annular shear unit is laterally arranged on the sample fixing unit; in addition, the device is also provided with an infiltration unit which is used for supplying water to the sample and simulating the soil-rock interface torsional shear test in a water-containing state
Specifically, the bearing frame comprises a top plate 1, a bottom plate 2, a left vertical upright plate 3 and a right vertical upright plate 4, so that a closed space is formed for performing a torsional shear test.
The sample fixing unit comprises a sleeve 9, a sample 10 and a rock plate 13, wherein the sample 10 is arranged in the sleeve 9, and the sleeve 9 is arranged above the rock plate 13. The rock plate 13 is placed on the bottom plate 2, a fixing shaft rod 11 is fixed on the bottom plate 2 through an anchorage 12, and the fixing shaft rod 11 penetrates through the rock plate 13 and the sample 10 and is overlapped with the central axis of the sleeve 9. Horizontal displacement of the sleeve is limited by the fixed shaft and the anchor, while relative displacement between the sleeve and the rock plate is also limited. The upper end of the fixed shaft lever 11 passes through the sleeve 9 and is connected with the upper force transmission plate 8 through an anchorage device in the same way as the lower end.
In addition, the inner wall of the sleeve 9 is provided with convex stripes along the axial direction, so that on one hand, a sample is conveniently pushed into the sleeve, and on the other hand, the friction force between the sleeve and the sample is increased, so that the sleeve and the sample can rotate around the fixed shaft lever 11 together in the test process.
The rock plate 13 is a bedrock block cut to a certain size on site.
The sample is an undisturbed sample to be tested collected by a special soil sampling cutting ring. The inner diameter of the soil taking cutting ring is the same as that of the sleeve, and the length of the soil taking cutting ring is larger than that of the sleeve. The specially-made soil sampling cutting ring has the advantages that field sampling and transportation can be realized, the undisturbed performance of a sample can be guaranteed, the sleeve can be conveniently pushed into the soil sampling cutting ring, and the undisturbed state of the soil can be realized.
The normal stress loading unit comprises a force transfer plate 8, a jack 7, a pressure sensor 6 and a base plate 5 which are arranged above a sleeve 9 in sequence; wherein, backing plate 5 sets up in roof 1 below, is equipped with between roof 1 and the backing plate 5 and rolls row 34, rolls the benefit of arranging and is carrying out the soil rock interface and turn round when cutting the experiment, eliminates the frictional force between roof 1 and the backing plate 5, reduces the error. The base plate 5 is connected with a pressure sensor 6, the pressure sensor 6 is connected with a jack 7, the base plate 5 is placed below the jack 7, the base plate 5 is connected with a force transfer plate 8, and the lower end of the force transfer plate 8 is connected with a sleeve 9 to complete application of normal stress. When normal stress is applied, the central axes of the backing plate 5, the pressure sensor 6, the force transmission plate 8 and the jack 7 are on the same vertical line. When the elements are connected, the centers of the elements are ensured to correspond.
The jack 7 is pressurized by a pressurizing pump 23, a pressure dial 24 is arranged on the pressurizing pump 23, and the pressure dial 24 is used for recording the magnitude of applied normal stress. The booster pump 23 is an automatic air booster pump of type MSA 63-2-I.
The pressure sensor 6 adopts a resistance type pressure sensor, the pressure sensor 6 is an FSR402 resistance type film pressure sensor, a pressure signal is converted into an electric signal through a piezoresistive effect, the signal is transmitted to the controller in the experiment, and the controller controls the booster pump 23, so that the jack 7 applies different pressures, and the control of normal stress is realized. The controller is a YWK-50-C pressure controller.
The annular shearing unit comprises a worm wheel 14 arranged on the sleeve 9, the worm wheel 14 is meshed with a worm 15, and the worm 15 is arranged on the bottom plate 2 through a bearing and driven to rotate through a hand wheel 17; when the hand wheel 17 rotates the worm 15, the worm wheel 14 rotates and rotates the sleeve 9 and the sample 10 together. And a rotary sensor 19 is fixedly installed on one side of the sleeve 9 through a bolt, the model of the rotary sensor 19 is WIFI-901, the rotary sensor and the sleeve 9 rotate together, the data of the rotation angle is transmitted to a wireless receiver 36 through a wireless transmission mode, and the wireless receiver 36 transmits the data to a server 37.
The infiltration unit comprises a water inlet conduit 26 extending into the sample 10, the other end of the water inlet conduit 26 is connected with a water container 27, and the other end of the water container 27 is connected with a water source 33 through a water outlet conduit 28; the water inlet conduit 26 and the water outlet conduit 28 are respectively provided with a water inlet valve 25 and a water outlet valve 29.
A permeable stone 35 is arranged between the force transfer plate 8 and the sample 10, and the inlet end of the water inlet conduit 26 extends below the permeable stone 35. The advantage of the permeable stone is that the water in the water inlet pipe 26 can be uniformly permeated into the sample.
The water container 27 is provided with scales 30. The infiltration amount of water can be calculated conveniently.
The water source 33, the water container 27 and the sample 10 are arranged from high to low in sequence. When the corresponding valve is opened, water can be automatically discharged.
A torsional shear test method for undisturbed samples of soil-rock interfaces comprises the following steps:
1) preparation and installation
Preparing a sleeve 9 with axially protruding stripes on the inner wall, placing the cutting edge of the cutting ring with the sample 10 upwards on the sleeve 9 in a reverse mode, and pressing the sample 10 into the sleeve 9 by using a bulldozing plug. The rock plate 13 of a certain size is cut from the site and brought back to the laboratory.
Preparing a bearing frame, installing a left vertical upright plate 3 and a right vertical upright plate 4 on a bottom plate 2, and then installing a top plate 1 to form a closed space. A rock plate 13 of a certain size cut in situ is placed on the base plate 2 and then the sleeve 9 containing the sample is placed on the rock plate 13.
The sample-containing sleeve 9 is then connected to the rock plate 13 and the base plate 2 by means of the fixing shaft 11 and the anchor 12, whereby the sample-containing sleeve 9 is fixed to the rock plate 13 to limit its horizontal displacement and at the same time limit the relative displacement between the sleeve 9 and the rock plate 13.
Then, a force transfer plate 8 is placed on the sleeve 9, a permeable stone 35 is laid between the force transfer plate 8 and the sleeve 9, one end of a water inlet pipe 26 is connected with circular water inlets on the sleeve 9 and the force transfer plate 8, the other end of the water inlet pipe is connected with a water container 27, and the water container 27 is connected with a water source 33 through a water outlet pipe 28; the water outlet valve 29 is opened to enable the water container 27 to contain water with a certain scale, the water inlet valve 25 is opened to enable the water to flow into the sample, and the flow rate of the water is controlled through the water inlet valve 25. The infiltration amount of water is recorded by the scale on the side wall of the water container.
2) Application and detection of normal stress
Then, a base plate 5, a jack 7, a pressure sensor 6 and the base plate 5 are sequentially placed on the force transfer plate 8, a rolling row is arranged between the base plate 5 and the top plate 1, the jack is extended, and the central axes of the force transfer plate 8, the base plate 5, the jack 6 and the pressure sensor 6 are positioned on the same vertical line, so that normal stress is applied.
The pressure gauge disk is mounted on the pressure pump for recording the magnitude of the applied normal stress.
3) Application and detection of torsional force
A worm wheel 14 is installed on a sleeve 9, a worm 15 is fixedly installed on a bottom plate through a bearing, a torsion sensor 20 is installed between the worm 15 and a hand wheel 17, the hand wheel 17 is uniformly rotated to drive the worm 15 to rotate, and the worm 15 drives the worm wheel 14 to rotate so as to drive the sleeve 9 and a sample in the sleeve 9 to rotate to complete application of torsion force.
When the hand wheel is rotated, the readings of the torque sensor 20 and the rotation sensor 19 need to be observed, and when the reading of the torque sensor 20 tends to a certain stable value or is reduced, the reading of the angular displacement read by the corresponding rotation sensor 19 is continuously increased and cannot be stabilized, which indicates that the soil-rock interface is damaged;
the sleeve 9 is a steel sleeve and can transmit normal stress to the sample, and a convex groove is formed in the sleeve 9, so that the sleeve is tightly attached to the sample, and the sample can be twisted together when torsion force is applied, and the application of the torsion force on the sample is completed. The specific meaning of the shearing is that the shearing strength (or the torque resistance) of the soil-rock interface reaches the maximum value and tends to be stable or reduced, the corresponding angular displacement is continuously increased and cannot be stable, namely the soil-rock interface is damaged, and the sleeve 9 is not damaged.
When the soil-rock interface is sheared and damaged, the readings of the torque sensor 20 and the rotation sensor 19 are read and recorded simultaneously, the torque sensor 20 reads a torque value during a soil-rock interface torsional shear experiment, the rotation sensor 19 reads an angular displacement during the soil-rock interface torsional shear experiment, and the shear stress and the average shear displacement on the soil-rock interface can be obtained respectively, so that a shear stress-shear displacement curve can be drawn to analyze the shear behavior of the soil-rock interface during the torsional shear experiment, and the shear strength parameter of the soil-rock interface is obtained.
When the soil-rock interface is in shear failure, the torsional moment is generated by the shear stress of the contact surface of the lower surface of the cylindrical sample and the rock plate, the torsional moment is equal to the torque detected by the torque sensor, and the torque M and the shear stress tau of the soil-rock interface satisfy the following relation according to mechanics knowledge:
wherein τ is the shear stress (N/mm) at the earth-rock interface2) R is the radius (mm) of the sample, and M is the moment value (N.mm) of the soil-rock interface detected by the torque sensor.
And then, the shear stress of the soil-rock interface is calculated according to the following formula (2) through the deformation of the formula (1):
wherein τ is the shear stress (N/mm) at the earth-rock interface2) R is the maximum radius (mm) of the soil-rock interface, and M is the torque value (N.mm) of the soil-rock interface detected by the torque sensor.
The average shear displacement of the earth-rock interface can be calculated according to the following formula (3):
in the formula, R is a sample radius (mm), and θ is an earth-rock interface angular displacement (°) detected by the rotation sensor.
Claims (1)
1. A torsional shear test method for undisturbed samples of soil-rock interfaces comprises the following steps:
firstly, a specially-made soil-taking cutting ring is adopted on site to collect an undisturbed sample (10) to be tested, a rock plate (13) with a certain size is cut, and the cut rock plate is sealed and then transported back to a test room;
secondly, the cutting edge of the cutting ring with the sample (10) is upward and reversely placed on the sleeve (9) to press the original sample into the sleeve (9) by a bulldozing plug;
thirdly, a left vertical plate (3) and a right vertical plate (4) of the bearing frame are arranged on the bottom plate (2), and then the top plate (1) is arranged to form a closed space;
fourthly, placing a rock plate (13) on the bottom plate (2), then placing a sleeve (9) filled with a sample (10) in the center of the rock plate (13), and limiting the horizontal displacement of the sleeve (9) through a fixed shaft rod (11) and an anchorage device (12) and simultaneously limiting the relative displacement between the sleeve (9) and the rock plate (13);
fifthly, fixedly mounting a rotary sensor (19) on one side of the sleeve (9) through a bolt and rotating along with the sleeve;
sixthly, placing a force transfer plate (8) on the sleeve (9), paving a permeable stone (35) between the force transfer plate (8) and the sleeve (9), connecting one end of a water inlet guide pipe (26) with a circular water inlet on the sleeve (9) and the force transfer plate (8), connecting the other end of the water inlet guide pipe with a water container (27), and connecting the water container (27) with a water source (33) through a water outlet guide pipe (28); opening a water outlet valve (29) to enable the water container (27) to contain water with a certain scale, opening a water inlet valve (25), controlling the flow of the water through the water inlet valve (25), and observing and recording the change numerical value of the scale on the side wall of the water container (27);
seventhly, sequentially placing a base plate (5), a jack (7), a pressure sensor (6), the base plate (5), a rolling row (34), an extension jack (7) and the force transfer plate (8) on the force transfer plate (8), wherein the central axes of the base plate (5), the jack (7) and the pressure sensor (6) are positioned on the same vertical line, so that normal stress is applied, and data on a pressure dial (24) are observed and recorded;
eighthly, mounting a worm wheel (14) on the sleeve (9), fixedly mounting the worm (15) on the bottom plate (2) through a bearing, mounting a torque sensor between the worm (15) and the hand wheel (17), uniformly rotating the hand wheel (17) to drive the worm (15) to rotate, driving the worm (15) to drive the worm wheel (14) to rotate so as to drive the sleeve (9) and a sample in the sleeve (9) to rotate to complete the application of the torsional force, uniformly rotating the hand wheel, simultaneously reading and recording the readings of the torque sensor (20) and the rotation sensor (19) once every rotation, and stopping the test of the sample when the reading of the rotation sensor (19) is increased until the reading of the torque sensor (20) tends to be stable or reduced and the sample (10) is cut out;
ninthly, removing the vertical load, taking out the sample (10), taking out about 30-40 g of sample near the shearing surface, and placing the sample in a box to measure the water content rate of the sample after the test;
and step ten, after the test is finished, removing the sleeve (9) and the residual soil on the instrument, and then restoring the instrument device.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202110857554.3A CN113504133A (en) | 2019-07-19 | 2019-07-19 | Soil-rock interface undisturbed sample torsional shear test method |
Applications Claiming Priority (2)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202110857554.3A CN113504133A (en) | 2019-07-19 | 2019-07-19 | Soil-rock interface undisturbed sample torsional shear test method |
| CN201910655929.0A CN110320113B (en) | 2019-07-19 | 2019-07-19 | Soil-rock interface undisturbed sample torsional shear test device and method |
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201910655929.0A Division CN110320113B (en) | 2019-07-19 | 2019-07-19 | Soil-rock interface undisturbed sample torsional shear test device and method |
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| Publication Number | Publication Date |
|---|---|
| CN113504133A true CN113504133A (en) | 2021-10-15 |
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| CN201910655929.0A Active CN110320113B (en) | 2019-07-19 | 2019-07-19 | Soil-rock interface undisturbed sample torsional shear test device and method |
| CN202110857554.3A Pending CN113504133A (en) | 2019-07-19 | 2019-07-19 | Soil-rock interface undisturbed sample torsional shear test method |
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| CN114279818B (en) * | 2021-12-31 | 2023-06-16 | 西南交通大学 | Bidirectional flexible loading and unloading ring shear device and test method thereof |
| CN114813392B (en) * | 2022-05-05 | 2023-09-26 | 中国电建集团成都勘测设计研究院有限公司 | On-spot ring shear test system of weak intermediate layer of ground |
Citations (15)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| DD155929A1 (en) * | 1980-12-22 | 1982-07-14 | Dieter Ziegler | METHOD AND DEVICE FOR DETERMINING SHARPENINGS ON LAX STUFFS |
| US4854175A (en) * | 1988-02-29 | 1989-08-08 | The Research Foundation Of State University Of New York | Simple shear device for testing earthen materials and powders |
| JPH1164202A (en) * | 1997-08-21 | 1999-03-05 | Fujita Corp | Method and device for testing shear strength |
| JP2005274445A (en) * | 2004-03-25 | 2005-10-06 | Public Works Research Institute | Apparatus for measuring surface layer shearing strength of viscous ground and measuring method therefor |
| KR101155592B1 (en) * | 2011-11-08 | 2012-06-19 | 한국지질자원연구원 | Ring shear apparatus |
| CN103558096A (en) * | 2013-11-04 | 2014-02-05 | 中国地质科学院地质力学研究所 | Rock and earth mass in-situ direct shear test device with automatic data acquisition system and rock and earth mass in-situ direct shear test method |
| CN104897484A (en) * | 2015-05-25 | 2015-09-09 | 山西省交通科学研究院 | Torsional shear test system and method for geosynthetics |
| CN106248557A (en) * | 2016-09-28 | 2016-12-21 | 中国科学院武汉岩土力学研究所 | A kind of rock tension and compression ring cuts seepage flow coupling rheological test instrument |
| CN106383057A (en) * | 2016-11-02 | 2017-02-08 | 浙江大学 | Soil sample torsion direct shear test device and test method |
| CN106769539A (en) * | 2016-12-02 | 2017-05-31 | 中国地质大学（武汉） | A kind of Rock And Soil shear rheology instrument for considering seepage stress chemical Coupling |
| CN107036914A (en) * | 2017-06-21 | 2017-08-11 | 辽宁工程技术大学 | A kind of retaining wall is with contacting soil body interface friction angle measuring device and method |
| CN107271297A (en) * | 2017-06-08 | 2017-10-20 | 西北大学 | A kind of shearing experiment instrument in situ for being used to determine saturation loess mud stone contact surface |
| US20170328824A1 (en) * | 2015-04-29 | 2017-11-16 | Shenzhen University | Handheld constant-stiffness ring shear apparatus and method for using same |
| CN108444813A (en) * | 2018-04-03 | 2018-08-24 | 河北工业大学 | Multiple dimensioned soil-rock mixture-interface of basement rock shear property test device and method |
| CN108613884A (en) * | 2018-04-11 | 2018-10-02 | 浙江大学 | A kind of ring shear apparatus being contemplated that constant stiffness constant volume Chang Yingli |
Family Cites Families (30)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS5640779B2 (en) * | 1972-11-13 | 1981-09-24 | ||
| GB1555706A (en) * | 1976-10-29 | 1979-11-14 | Standard Telephones Cables Ltd | Filament bend testing |
| GB2045837B (en) * | 1979-03-16 | 1982-11-17 | Fletcher Sutcliffe Wild Ltd | Rotary mineral cutting apparatus |
| US4601195A (en) * | 1985-04-11 | 1986-07-22 | Rheometrics, Inc. | Apparatus and method for measuring viscoelastic properties of materials |
| DE4129182A1 (en) * | 1991-09-03 | 1993-03-04 | Bomag Gmbh | COMPRESSOR |
| JPH07260652A (en) * | 1994-03-18 | 1995-10-13 | Ishikawajima Harima Heavy Ind Co Ltd | Static load tester |
| FR2723785B1 (en) * | 1994-08-19 | 1996-11-15 | Etat Francais Laboratoire Cent | MEASURING DEVICE FOR EVALUATING INTERFACE PROPERTIES BETWEEN A SOLID MATERIAL AND A GRANULAR MATERIAL |
| KR100868375B1 (en) * | 2007-03-06 | 2008-11-12 | 이성구 | Mechanical characteristic analysis machine of details cutting tool |
| CN101275903A (en) * | 2008-04-29 | 2008-10-01 | 东南大学 | Road surface interlayer cementing shearing strength test method |
| CN101603903A (en) * | 2009-07-07 | 2009-12-16 | 河海大学 | Stacked ring type boxshear apparatus and to the method for testing composite liner material |
| KR101160012B1 (en) * | 2010-10-27 | 2012-06-25 | 현대제철 주식회사 | Apparatus for measuring transpotability of pulverized coal and method for measuring thereof |
| CN102128752B (en) * | 2010-11-26 | 2012-09-05 | 中国科学院力学研究所 | Micro-torque mechanical testing machine and method |
| CN102109442B (en) * | 2010-12-21 | 2012-07-25 | 东南大学 | Fast test method of shearing resistance of bituminous mixture |
| CN103048207B (en) * | 2012-12-13 | 2014-11-05 | 广西大学 | Combined torsional experiment device |
| CN103115828B (en) * | 2013-01-25 | 2014-10-15 | 苏州科技学院 | Component combined torsion experimental device and method |
| CN103308398B (en) * | 2013-06-07 | 2014-05-21 | 东北石油大学 | Annular cutting device |
| DE112014003516B4 (en) * | 2013-07-31 | 2020-06-25 | Canon Kabushiki Kaisha | Magnetic toner |
| CN103424316B (en) * | 2013-08-06 | 2015-10-28 | 浙江中重精工机械有限公司 | A kind of multi-functional pressure-shear test machine |
| CN104142277B (en) * | 2014-08-08 | 2016-07-06 | 重庆大学 | A kind of soil body torsional shear infiltration experiment device and method of testing |
| CN204439474U (en) * | 2015-04-17 | 2015-07-01 | 辽宁有色勘察研究院 | The field direct shear test device of landslide rock mass shearing strength |
| CN105891017B (en) * | 2016-06-28 | 2018-08-24 | 长沙理工大学 | A kind of device and method of bridge deck pavement in-situ shear test |
| KR102001580B1 (en) * | 2017-12-26 | 2019-07-17 | 공주대학교 산학협력단 | Torsional structural performance evaluation device of girder |
| CN108801804B (en) * | 2018-03-21 | 2020-02-14 | 中国地质大学（武汉） | Vertical shear surface ring shear tester capable of applying confining pressure |
| CN208187871U (en) * | 2018-04-27 | 2018-12-04 | 青岛海洋地质研究所 | Hydrate sediment undrained shear strength continuous measuring device |
| CN109060504B (en) * | 2018-08-01 | 2023-11-03 | 清华大学 | Soil and structure contact surface testing machine |
| CN109443954B (en) * | 2018-12-24 | 2024-01-16 | 湖南大学 | Multi-working condition torsion shear characteristic testing device and method for interface between pile or anchor and rock-soil body |
| CN109856001B (en) * | 2018-12-28 | 2021-11-26 | 中南大学 | Comprehensive determination device for shearing mechanical behavior of metal disc-soil interface and use method |
| CN109870370A (en) * | 2019-03-05 | 2019-06-11 | 三峡大学 | Sample devices are cut in a kind of torsion of multifunctional in-situ Rock And Soil |
| CN110018052B (en) * | 2019-04-11 | 2024-02-13 | 三峡大学 | Rock stretching and pulling shear test device and method |
| CN110146388A (en) * | 2019-05-21 | 2019-08-20 | 东莞理工学院 | A kind of torsional shear test device and test method that Lamina is mated formation |
-
2019
- 2019-07-19 CN CN201910655929.0A patent/CN110320113B/en active Active
- 2019-07-19 CN CN202110857554.3A patent/CN113504133A/en active Pending
Patent Citations (15)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| DD155929A1 (en) * | 1980-12-22 | 1982-07-14 | Dieter Ziegler | METHOD AND DEVICE FOR DETERMINING SHARPENINGS ON LAX STUFFS |
| US4854175A (en) * | 1988-02-29 | 1989-08-08 | The Research Foundation Of State University Of New York | Simple shear device for testing earthen materials and powders |
| JPH1164202A (en) * | 1997-08-21 | 1999-03-05 | Fujita Corp | Method and device for testing shear strength |
| JP2005274445A (en) * | 2004-03-25 | 2005-10-06 | Public Works Research Institute | Apparatus for measuring surface layer shearing strength of viscous ground and measuring method therefor |
| KR101155592B1 (en) * | 2011-11-08 | 2012-06-19 | 한국지질자원연구원 | Ring shear apparatus |
| CN103558096A (en) * | 2013-11-04 | 2014-02-05 | 中国地质科学院地质力学研究所 | Rock and earth mass in-situ direct shear test device with automatic data acquisition system and rock and earth mass in-situ direct shear test method |
| US20170328824A1 (en) * | 2015-04-29 | 2017-11-16 | Shenzhen University | Handheld constant-stiffness ring shear apparatus and method for using same |
| CN104897484A (en) * | 2015-05-25 | 2015-09-09 | 山西省交通科学研究院 | Torsional shear test system and method for geosynthetics |
| CN106248557A (en) * | 2016-09-28 | 2016-12-21 | 中国科学院武汉岩土力学研究所 | A kind of rock tension and compression ring cuts seepage flow coupling rheological test instrument |
| CN106383057A (en) * | 2016-11-02 | 2017-02-08 | 浙江大学 | Soil sample torsion direct shear test device and test method |
| CN106769539A (en) * | 2016-12-02 | 2017-05-31 | 中国地质大学（武汉） | A kind of Rock And Soil shear rheology instrument for considering seepage stress chemical Coupling |
| CN107271297A (en) * | 2017-06-08 | 2017-10-20 | 西北大学 | A kind of shearing experiment instrument in situ for being used to determine saturation loess mud stone contact surface |
| CN107036914A (en) * | 2017-06-21 | 2017-08-11 | 辽宁工程技术大学 | A kind of retaining wall is with contacting soil body interface friction angle measuring device and method |
| CN108444813A (en) * | 2018-04-03 | 2018-08-24 | 河北工业大学 | Multiple dimensioned soil-rock mixture-interface of basement rock shear property test device and method |
| CN108613884A (en) * | 2018-04-11 | 2018-10-02 | 浙江大学 | A kind of ring shear apparatus being contemplated that constant stiffness constant volume Chang Yingli |
Non-Patent Citations (3)
| Title |
|---|
| 周国庆等: "深部土-结构接触面与界面层力学特性的直接剪切试验", 煤炭学报, no. 10, 15 October 2008 (2008-10-15) * |
| 朱俊高等: "土-混凝土接触面特性环剪单剪试验比较研究", 岩土力学, no. 03, 10 March 2011 (2011-03-10) * |
| 杨有莲等: "土与结构接触面力学特性环剪试验研究", 岩土力学, no. 11, 10 November 2009 (2009-11-10) * |
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