A multi-axial loading and water saturation coupled rock three-point bending experimental device and method
An experimental device and coupling technology, which can be used in measuring devices, using stable tension/pressure to test the strength of materials, instruments, etc., which can solve the problems of groundwater coupling without considering the three-dimensional stress state of underground rocks.
Active Publication Date: 2021-05-18
NORTHEASTERN UNIV LIAONING
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However, the existing three-point bending experiments are all done under one-dimensional stress conditions, without considering the three-dimensional stress state of underground rocks and the coupling effect of groundwater. obtained under the same conditions, it has limitations in explaining the three-dimensional fracture mechanism of underground rocks
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[0032] The present invention will be further described in detail below in conjunction with the accompanying drawings and specific embodiments.
[0033] Such as figure 1 ,2 As shown, a multi-axial loading and water saturation coupled rock three-point bending test device includes a pressure chamber 1, a first actuator 2, a second actuator 3, a third actuator 4 and a sample support 5. The first actuator 2 is vertically arranged on the top of the pressure chamber 1, and the sample support 5 is vertically fixed on the inner bottom of the pressure chamber 1 directly below the first actuator 2, and the second The actuator 3 and the third actuator 4 are horizontally and symmetrically arranged on the left and right sides of the pressure chamber 1; the lower fulcrum roller limit platform 6 is fixed on the top of the sample support 5, and the lower fulcrum roller limit The upper surface of the table 6 is provided with a plurality of lower fulcrum roller limiting grooves 7, and the lower...
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A multi-axial loading and saturated water coupling type rock three-point bending experiment device and method, the pressure chamber of the device is provided with a vertical actuator and two horizontally opposed actuators, and the rock sample is placed on the At the bottom of the pressure chamber below the vertical actuator, two lower fulcrum rollers are symmetrically arranged on the sample support, and upper fulcrum rollers are arranged on the vertical actuator, and the upper fulcrum roller is located between the two lower fulcrum rollers. Right above the middle. The method is as follows: prepare rock samples and process artificial fractures; carry out water saturation treatment on the samples; place the saturated samples on the lower fulcrum roller with the artificial fractures centered downward; Apply horizontal clamping force to the sample; close the pressure chamber, inject water and apply water pressure to simulate the underground saturated water pressure environment; apply downward pressure to the sample through the vertical actuator; collect and save the data. When there is no need to simulate the underground saturated water pressure environment, only three actuators are used to apply stress to the saturated sample, and the crack propagation process is observed synchronously through a microscope.
Description
technical field [0001] The invention belongs to the technical field of rock fracture mechanics experiments, and in particular relates to a multiaxial loading and saturated water coupling type rock three-point bending experimental device and method. Background technique [0002] In 1920, the British physicist Griffith found that the internal defects of the material determine the strength of the material based on the experimental research on the law of cracks in glass. The fracture theory of brittle materials established by him laid a theoretical foundation for fracture mechanics. Metal materials are gradually extended to rock materials. [0003] The biggest difference between rock materials and metal materials is that there are a large number of natural defects inside the rock, and they are composed of multi-phase minerals. Deep rock mass fractures are caused by external forces such as external plate tectonic stress, engineering blasting excavation disturbance stress, and int...
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IPC IPC(8): G01N3/08G01N3/02
CPCG01N3/02G01N3/08G01N2203/0019G01N2203/0066G01N2203/0075G01N2203/023G01N2203/0246G01N2203/0258G01N2203/0298G01N2203/0641G01N2203/0676G01N2203/0682
Inventor 张希巍张晓俊夏昌周晃石磊
Owner NORTHEASTERN UNIV LIAONING