CN209911123U - Rock tensile and tensile shear test device - Google Patents
Rock tensile and tensile shear test device Download PDFInfo
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- CN209911123U CN209911123U CN201920486932.XU CN201920486932U CN209911123U CN 209911123 U CN209911123 U CN 209911123U CN 201920486932 U CN201920486932 U CN 201920486932U CN 209911123 U CN209911123 U CN 209911123U
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Abstract
A rock tensile and tensile shear test device is characterized in that two pore canals are symmetrically arranged in a rock sample, a cutting seam parallel to the axis of a pore is reserved at the outer end parts of the two pore canals, a pressure air bag is sleeved in each pore canal, the test device further comprises a sample fixing device, a tensile stress applying device and a shear stress applying device, and the upper end of the rock sample is connected with a vertical displacement dial plate for measuring the normal displacement of the rock sample; the side of the rock sample is connected with a horizontal displacement dial plate for measuring the transverse displacement of the rock sample. The utility model relates to a tensile and tensile shear test device of rock and method possesses the advantage that the structure is simple and easy, dependable performance, test result are accurate.
Description
Technical Field
The utility model relates to a tensile and tensile shear failure test technical field of rock, concretely relates to tensile and tensile shear test device of rock.
Background
Rock tensile and tensile shear failure are common failure modes in rock mass engineering. For example: the deep cavern excavation enables the normal ground stress of the side wall to be unloaded and the tangential ground stress to be concentrated, and when the unloading is very strong, stretching or pulling and shearing damage can occur. For example, excavation unloading of a rock slope can cause an upper slope body to generate a tensile stress area, and the rock body in the area is generally in a tensile and shearing combined stress state of being in tension and shearing. And the landslide under the action of a large amount of dead weight and earthquake landslide show that the rear edge of the slope body is often damaged mainly by stretching. Therefore, the research on the rock tensile-shear mechanical characteristics has important significance on rock engineering design construction and stability evaluation and control.
At present, rock compression shear tests (including indoor and in-situ tests) are widely applied to geotechnical engineering as an important means for acquiring rock shear strength parameters. However, due to technical difficulties, rock tensile-shear tests are less developed, and the research on tensile-shear mechanical properties is much less than that of compressive-shear mechanical properties, and the general method is to extend a molar coulomb strength criterion fitting straight line obtained by the compressive-shear test to a normal stress axis negative half axis as a strength criterion of the rock under the tensile-shear stress, and the processing is lack of test data support. At present, the research on the test method of the tensile-shear strength of the rock medium is less, and most of the existing research results are fussy in test process, difficult to operate, low in precision and urgent to improve. Many rocks are inconvenient in direct control of tension and the manner of applying tension, and thus there is a need for improvement in the manner of applying tension to rock samples.
At present, the research on the mechanical behavior of rock compression shear occupies overwhelming advantages in both quantity and depth, while the research on the tensile shear strength is rare but increasingly paid attention. Direct tension-shear experiments are generally adopted for studying deformation failure behaviors under tension-shear stress of rocks, but the direct tension-shear experiments have more limitations, for example, direct control of tension is very inconvenient, and complex stress environments are difficult to realize. Since the experimental data on pull shear is very rare, the theoretical model and experimental data lack systematic proofreading. Most of the existing research results are complex in test process, difficult to operate and low in precision, and need to be improved urgently.
Disclosure of Invention
The utility model provides a tensile and tensile test device of cutting of rock possesses the simple and easy, the dependable performance of structure, the accurate advantage of test result.
The utility model discloses the technical scheme who takes does:
a rock tensile and tensile shear test device is characterized in that two pore canals are symmetrically arranged in a rock sample, the outer end parts of the two pore canals are provided with cutting seams parallel to the axis of a pore, a pressure air bag is sleeved in each pore canal,
the test device also comprises a sample fixing device, a tensile stress applying device and a shear stress applying device.
The sample fixing device is used for fixing a rock sample;
the upper end of the rock sample is connected with a vertical displacement dial plate for measuring the normal displacement of the rock sample;
the side of the rock sample is connected with a horizontal displacement dial plate for measuring the transverse displacement of the rock sample.
The tensile stress applying device comprises a pressure air bag, an inflation joint, an air transmission pipeline, a pressure pump and an air source; the air source is connected with a pressure pump, the pressure pump is connected with an inflation connector through an air transmission pipeline, the inflation connector inflates air for the pressure air bag, so that uniform internal pressure is formed on the inner wall of the pore channel, and upward uniform tension is formed on the rock bridges between the pore channels;
the shear stress applying device comprises a cushion block, a sensor, a jack, an L-shaped force transmission piece, a pressurizing pipeline and a pressure pump; an L-shaped force transmission piece is placed on the upper portion of the rock sample, a jack is in contact with the L-shaped force transmission piece, the jack is connected with a sensor, and a pressure pump is provided with a pressure gauge.
The sample fixing device comprises a left baffle, a right baffle, a triangular baffle, a fixing screw and a nut; the left end and the right end of the rock sample are placed on the left baffle and the right baffle, the left baffle and the right baffle are connected through the fixing screw, the triangular baffle is placed at the left baffle, and the triangular baffle abuts against the left vertical plate.
A mica gasket is arranged in the middle of the pore canal and is coated with butter or vaseline,
the vertical displacement dial plate is connected with the top plate, the horizontal displacement dial plate is connected with the left vertical plate, the left vertical plate and the right vertical plate are installed on the bottom plate and form a closed space with the top plate, and the rock sample is placed on the bottom plate.
The pressure air bag is a rubber air bag, and one end of the pressure air bag is provided with an upper inflation joint and a lower inflation joint which are symmetrical.
The shear port of the L-shaped force transmission piece is in a tip-convex shape, and when shear load is applied, the central axes of the jack and the sensor are positioned at the same horizontal line with the shear ports of the joint-cutting and L-shaped force transmission pieces.
A rock tensile shear test method comprises the following steps:
the first step is as follows: manufacturing a rock sample with the length multiplied by the width of 2.3 dmultiplied by 1.2d, symmetrically arranging two pore canals in the rock sample, wherein the diameter of each pore canal is d, the distance between two pore canal diameter rock bridges is 0.1d, the outer end parts of the two pore canals are provided with cutting seams parallel to the axis of the pore, the length of each cutting seam is 0.1d, a pressure air bag is sleeved in each pore canal, one end of each pressure air bag is provided with an upper symmetrical inflation connector and a lower symmetrical inflation connector, and a mica gasket is arranged in the middle of each pore canal;
the second step is that: installing the left vertical plate and the right vertical plate on the bottom plate, and then installing the top plate to form a closed space;
the third step: placing the improved rock sample on a bottom plate, placing a left baffle and a right baffle on two sides of the rock sample, connecting the left baffle and the right baffle through a fixing screw rod, placing a triangular baffle at the left baffle and abutting against a left vertical plate to prevent the rock sample from sliding, and fixing the rock sample;
the fourth step: opening an air source, inflating the inflation joint by an air delivery pipeline connected with the pressure pump to form uniform internal pressure on the inner wall of the pore channel, and forming upward uniform tension on the rock bridges between the pore channels to apply normal load;
the fifth step: placing an L-shaped force transmission piece on the upper part of the rock sample, extending a jack, and enabling the central axes of the jack and a sensor to be in the same horizontal line with the rock sample shear seam and the shear port of the L-shaped force transmission piece so as to apply a transverse load;
and a sixth step: and observing the change values of the vertical displacement dial plate, the horizontal displacement dial plate and the pressure gauge, stopping the experiment after the rock sample meets the standard requirement and shearing displacement, and recording and storing data in the experiment process.
The utility model relates to a tensile and pull shear test device of rock, the advantage lies in:
1: the utility model discloses the device simple structure is easy, and the dependable performance through having changed rock specimen property, aerifys through the inflatable joint on the gasbag that inflatable joint in to rock specimen pore, makes the pore inner wall receive even interior pressure, and the rock bridge between the pore is similar to the equipartition and is drawn, realizes exerting of normal direction load. The connection of the left baffle and the right baffle of the fixing device and the bolt ensures that the sample is convenient to mount and dismount. The utility model discloses the test result accuracy that obtains is guaranteed.
2: the method of the utility model can be used for testing and analyzing where the tension-shear damage is likely to happen in geotechnical engineering, thereby providing reliable basis for testing and predicting the tension-shear damage of the geotechnical medium.
Drawings
The invention will be further explained with reference to the following figures and examples:
fig. 1 is the utility model discloses the overall structure schematic diagram of rock is drawn and is cut test device.
FIG. 2 is a left side view schematic structural diagram of the rock sample fixing device of the present invention;
fig. 3 is a schematic top view of the rock sample fixing device of the present invention;
fig. 4 is the utility model discloses rock specimen fixing device's main view structure schematic diagram.
Figure 5 is the utility model discloses a rock specimen preparation sketch map.
Fig. 6 is a view showing the symmetrical arrangement of the holes of the present invention;
FIG. 7 is a diagram of a rock bridge section tangential stress profile;
FIG. 8 is a graph of a superposition of tangential stresses for a bridge section.
Detailed Description
Principle analysis:
in the tensile-shear test, the application of the shear load is relatively easy, and the key is how to realize the application of the tensile stress.
1: according to mechanics knowledge, after uniform pressure distribution is realized in a circular pore channel, tensile force in the radial direction can be generated around the pore wall, so that the method can be considered to be applied to the application of tensile stress under a rock tensile and shearing test, and the rock sample property needs to be specially designed for the application.
2: according to the theory of elastic mechanics, for an individual pore channel, the formula of the radial stress and the tangential stress of the pore channel bearing the uniformly distributed internal pressure is as follows:
wherein the radial stress σρAs compressive stress, tangential stress
The tensile stress is represented by R, the inner radius of the pore channel, q, the inner load of the pore channel, R, the outer radius of the pore channel and rho, the distance from a certain point to the center of the pore channel.
Based on this, as shown in fig. 6, when two pore canals are symmetrically arranged in the rock sample, the diameter is d, and the length of the rock bridge between the pore canals is 0.1 d. Taking the diameter d of the pore canal as 50mm, and the distance between two pores as 5mm, namely the diameter of the pore canal which is 0.1 time, calculating the distribution of tensile stress borne by the rock bridge part between the pore canals and the distribution value of the stress after superposition according to a formula (2) as shown in the following table 1:
TABLE 1 distribution of tensile stress and distribution of superimposed stress on the bridge portion between the openings
In the table, ρLeft side ofIs the distance of a certain point from the center of the left tunnel, rhoRight sideIs the distance of a certain point from the center of the right tunnel, σLeft side ofIs the tensile stress, σ, at a point from the center of the left tunnelRight sideIs the tensile stress at a point from the center of the right cell, where σGeneral assemblyThe tensile stress superposition value of the rock bridge part among the pore canals is obtained.
The distribution diagram of the tensile stress applied to the bridge portion between the two tunnels is shown in fig. 7:
because pore canals and loads are symmetrically distributed, the tangential stress of the rock bridge part can be directly superposed, as shown in figure 8, and it can be seen that under the action of symmetrical loads at two sides, the rock bridge part is subjected to approximately uniformly distributed tensile stress, as shown in figure 8:
as can be seen from table 1 above, the minimum value of the superimposed tensile stress of the rock bridge between the tunnels is 19.05q, the maximum value is 19.28q, the average value is 19.13q, and the difference value is 0.077q, so that the tensile stress applied to the rock bridge between the two tunnels can meet the requirement of uniform stress, and meanwhile, according to the saint winan principle, the cutting seams in the rock masses on the two sides do not influence the stress distribution of the rock bridge at the middle tensile part. From the above analysis, it can be known that when the pressure in the pore channel is uniformly loaded to q, the rock bridge portion between two pores will form a normal tensile stress approximately uniformly distributed to a magnitude of 19.13q, and when the tensile shear test is performed, how much normal tensile force needs to be applied can be calculated by the following formula 3, that is, how much pressure value should be applied to the interior of the pore channel.
In the formula, q is the internal pressure load of the pore channel, and sigma is the tensile stress of the rock bridge part.
Based on the analysis, a sample with symmetrical pore channels with the length multiplied by the width of 2.3 dx multiplied by 1.2d as shown in fig. 5 can be designed, and uniform load is applied in the pore channels, so that the rock bridge between the pore channels can be uniformly pulled.
As shown in fig. 1-4, a rock tensile and tensile shear test apparatus comprises:
and (3) improving rock sample properties: two pore canals are symmetrically arranged in the rock sample 26, the outer ends of the two pore canals are provided with cutting seams 28 parallel to the axis of the pore canal, and a pressure air bag 27 is sleeved in each pore canal.
Based on stress calculation and analysis in table 1, in order to form normal tensile stress approximately uniformly distributed on the bridge part between the two channels, the distance between the bridge parts between the two channels needs to be controlled to be 0.1 times of the diameter of the channel, and the length of the notch at the outer end of the channel is 0.1 times of the diameter of the channel.
The test device also comprises a sample fixing device, a tensile stress applying device and a shear stress applying device:
the sample fixing device is used for fixing a rock sample 26;
the upper end of the rock sample 26 is connected with a vertical displacement dial 5 for measuring the normal displacement of the rock sample 26; the vertical displacement dial 5 is fixed with the top plate 2 through a dial upright 14.
The lateral surface of the rock sample 26 is connected with a horizontal displacement dial 6 for measuring the transverse displacement of the rock sample 26; the horizontal displacement dial 6 is fixed with the left vertical plate through a horizontal cross rod.
The tensile stress applying device comprises a pressure air bag 27, an inflation connector 18, an air transmission pipeline 20, a pressure pump 21 and an air source 23; the air source 23 is connected with the pressure pump 21 through the air pipe 22, the pressure pump 21 is connected with the inflation connector 18 through the air transmission pipeline 20, the inflation connector 18 inflates the pressure air bag 27, so that uniform internal pressure is formed on the inner wall of the pore channel, and upward uniform tension is formed on the rock bridges between the pore channels, so that the application of the tensile stress is completed. The gas source 23 employs nitrogen.
The shear stress applying device comprises a cushion block 7, a sensor 8, a jack 9, an L-shaped force transmission piece 10, a pressurizing pipeline 11 and a pressure pump 12; an L-shaped force transmission piece 10 is placed on the upper portion of the rock sample 26, a jack 9 is in contact with the L-shaped force transmission piece 10, the jack 9 is connected with a sensor 8, and a pressure gauge 13 is arranged on a pressure pump 12 to record the magnitude of applied shear stress. The application of shear stress is accomplished by these components. The sensor 8 is an oil pressure sensor, which is a device for converting a pressure signal into a resistance signal through a piezoresistive effect, and is used for measuring and controlling the magnitude of the shearing force in the experiment.
The sample fixing device comprises a left baffle 25, a right baffle 24, a triangular baffle 16, a fixing screw 17 and a screw cap 15; the left end and the right end of a rock sample 26 are placed on the left baffle 25 and the right baffle 24, the left baffle and the right baffle are connected through the fixing screw rod 17, the triangular baffle 16 is placed at the position of the left baffle 25, and the triangular baffle 16 is abutted to the left vertical plate 3. The rock sample is prevented from sliding, so that the rock sample is fixed.
The mica gasket 19 is placed in the middle of the pore channel, and butter or vaseline is coated on the mica gasket 19, so that the friction effect is effectively reduced, the shearing load is ensured to act on a rock bridge between the two pore channels all the time, and the experimental result is more real.
The vertical displacement dial 5 is connected with the top plate 2, the horizontal displacement dial 6 is connected with the left vertical plate 3, the left vertical plate 3 and the right vertical plate 4 are installed on the bottom plate 1 to form a closed space with the top plate 2, and the rock sample 26 is placed on the bottom plate 1.
The pressure air bag 27 is a rubber air bag, and one end of the pressure air bag is provided with an upper inflation connector 18 and a lower inflation connector 18 which are symmetrical.
The shear port of the L-shaped force transmission piece 10 is in a tip-convex shape, and when shear load is applied, the central axes of the jack 9 and the sensor 8 are in the same horizontal line with the shear ports of the slit 28 and the L-shaped force transmission piece 10.
Example (b):
the method comprises the following steps: and (3) rock sample installation:
as shown in fig. 1, the rock sample 26 is a rock sample with a length of 115mm × 60mm, and to the symmetrical arrangement of two pores, the diameter of the pore is 50mm, the distance between the two pores is 5mm, the outer end of each pore is provided with a cutting seam 28 parallel to the axis of the pore, the length of the cutting seam 28 is 5mm, a pressure air bag 27 is arranged in the pore, a mica gasket 19 is arranged in the middle of the pore, and the rock sample 26 is the object of the test and analysis of the utility model.
The sample fixing device is used for fixing the rock sample 26;
the tensile stress applying device is for applying tensile stress to the rock sample 26;
the shear stress applying device is used for applying shear stress to the rock sample 26;
step two: application of tensile stress:
according to the tensile stress value set by the test, the method adoptsThe above formula (3) is
Calculating the required applied air pressure value in the pore channel; and then, opening an air source 23, and inflating the inflation connector 18 through an air delivery pipeline 20 to form uniform internal pressure on the inner wall of the pore channel, so that upward uniform tension is formed on the rock bridges between the pore channels until the tensile stress value set in the test is reached.
The process can apply set normal tensile stress to the rock bridge part to prepare for the later tensile-shear test; the tensile strength of the rock bridge can also be measured by directly increasing the internal air pressure value of the pore canals at the two sides until the rock bridge is broken.
Step three: application of shear stress:
then placing an L-shaped force transmission piece 10 on the upper part of the rock sample 26, extending a jack 9, wherein the central axes of the jack 9 and a sensor 8 are positioned on the same horizontal line with the shear seam of the rock sample and the shear port of the L-shaped force transmission piece 10, thereby applying a transverse load;
the vertical displacement dial 5 records the vertical displacement of the rock sample 26, and the horizontal displacement dial 6 records the horizontal displacement of the rock sample 26;
the pressure air bag 27 is inflated by the air source 23, uniform internal pressure is formed on the inner walls of the orifices, and upward uniform tension is formed between the orifices to realize the application of tensile stress; the application of shear stress is accomplished by means of an L-shaped force-transmitting member 10, wherein a pressure gauge 13 registers the magnitude of the applied shear stress.
The utility model discloses mainly combine mechanics knowledge, aerify in the pressure gasbag 27 in giving the rock specimen pore through the air pressure device, apply atmospheric pressure, make two pore inner walls receive even interior pressure effect, because pore and load all are symmetric distribution, the tangential stress of rock bridge part can directly superpose, under the load of bilateral symmetry, the rock bridge part receives approximate even pulling force effect, thereby accomplished and drawn the application of stress to the rock specimen, make the rock specimen not parted under the pulling force effect through sample fixing device, rethread drawing stress applicator, it draws the test under the stress combination state to cut the stress applicator to cut the stress to carry out the rock specimen, through vertical displacement dial plate 5, horizontal displacement dial plate 6 record rock specimen draws the displacement under the shear state, measure the size of applying the shearing force through manometer 13.
Claims (6)
1. The utility model provides a rock is tensile and is drawn shear test device which characterized in that: the test device comprises a sample fixing device, a tensile stress applying device and a shear stress applying device;
the sample fixing device is used for fixing a rock sample (26);
the upper end of the rock sample (26) is connected with a vertical displacement dial (5) for measuring the normal displacement of the rock sample (26);
the lateral surface of the rock sample (26) is connected with a horizontal displacement dial (6) for measuring the transverse displacement of the rock sample (26);
the tensile stress applying device comprises a pressure air bag (27), an inflation joint (18), an air transmission pipeline (20), a pressure pump (21) and an air source (23); the air source (23) is connected with a pressure pump (21), the pressure pump (21) is connected with an inflation connector (18) through an air transmission pipeline (20), the inflation connector (18) inflates air for the pressure air bag (27), so that the inner wall of the pore channel forms uniform internal pressure, and rock bridges between the pore channels form uniform distribution tension;
the shear stress applying device comprises a cushion block (7), a sensor (8), a jack (9), an L-shaped force transmission piece (10), a pressurizing pipeline (11) and a pressure pump (12); an L-shaped force transmission piece (10) is placed at the upper part of the rock sample (26), a jack (9) is in contact with the L-shaped force transmission piece (10), and the jack (9) is connected with a sensor (8).
2. A rock tensile and tensile shear test apparatus according to claim 1, wherein: the sample fixing device comprises a left baffle (25), a right baffle (24), a triangular baffle (16), a fixing screw (17) and a screw cap (15);
both ends about rock specimen (26) are placed to left baffle (25), right baffle (24), link to each other left and right baffle through clamping screw (17), and triangle-shaped baffle (16) are placed to left baffle (25) department, and triangle-shaped baffle (16) support and lean on left vertical riser.
3. A rock tensile and tensile shear test apparatus according to claim 1, wherein: a mica gasket (19) is arranged in the middle of the pore canal, and butter or vaseline is smeared on the mica gasket (19).
4. A rock tensile and tensile shear test apparatus according to claim 1, wherein: the vertical displacement dial plate (5) is connected with the top plate (2), the horizontal displacement dial plate (6) is connected with the left vertical plate (3), the left vertical plate (3) and the right vertical plate (4) are installed on the bottom plate (1) and form a closed space with the top plate (2), and the rock sample (26) is placed on the bottom plate (1).
5. A rock tensile and tensile shear test apparatus according to claim 1, wherein: the pressure air bag (27) is a rubber air bag, and one end of the pressure air bag is provided with an upper inflation connector (18) and a lower inflation connector (18) which are symmetrical.
6. A rock tensile and tensile shear test apparatus according to claim 1, wherein: the shear port of the L-shaped force transmission piece (10) is in a tip-convex shape, and when shear load is applied, the central axes of the jack (9) and the sensor (8) are positioned at the same horizontal line with the shear ports of the slit (28) and the L-shaped force transmission piece (10).
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110018052A (en) * | 2019-04-11 | 2019-07-16 | 三峡大学 | A kind of rock stretches and tensile shear testing device and method |
| CN114324009A (en) * | 2022-01-18 | 2022-04-12 | 东北石油大学 | Testing device for composite fracture toughness of anisotropic rock under tensile-shear stress condition |
| CN114544357A (en) * | 2022-01-26 | 2022-05-27 | 深圳大学 | Testing device and testing method for testing dynamic and static combined tensile and shearing strength of solid material |
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2019
- 2019-04-11 CN CN201920486932.XU patent/CN209911123U/en active Active
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110018052A (en) * | 2019-04-11 | 2019-07-16 | 三峡大学 | A kind of rock stretches and tensile shear testing device and method |
| CN114324009A (en) * | 2022-01-18 | 2022-04-12 | 东北石油大学 | Testing device for composite fracture toughness of anisotropic rock under tensile-shear stress condition |
| CN114324009B (en) * | 2022-01-18 | 2022-06-17 | 东北石油大学 | Testing device for composite fracture toughness of anisotropic rock under tensile-shear stress condition |
| CN114544357A (en) * | 2022-01-26 | 2022-05-27 | 深圳大学 | Testing device and testing method for testing dynamic and static combined tensile and shearing strength of solid material |
| CN114544357B (en) * | 2022-01-26 | 2024-01-02 | 深圳大学 | Solid material dynamic and static combination tensile shear strength test device and test method |
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Inventor after: Xiong Yu Inventor after: Qi Yu Inventor after: Deng Huafeng Inventor after: Li Tao Inventor after: Duan Lingling Inventor after: Pan Deng Inventor after: Zhi Yongyan Inventor before: Qi Yu Inventor before: Deng Huafeng Inventor before: Xiong Yu Inventor before: Li Tao Inventor before: Duan Lingling Inventor before: Pan Deng Inventor before: Zhi Yongyan |
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