Multi-scale soil-rock-mixture-bed rock interface shearing mechanical characteristic test device and method

A soil-rock mixture and testing device technology, applied in the direction of measuring device, strength characteristics, testing the strength of materials by applying a stable shear force, etc. The test device is simple, the operation is convenient, and the measurement accuracy is high.

Active Publication Date: 2018-08-24
HEBEI UNIV OF TECH
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  • Summary
  • Abstract
  • Description
  • Claims
  • Application Information

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Problems solved by technology

[0003] The shear characteristics of the bedrock interface are affected by factors such as its occurrence, shape, rock content, size, and erosion conditions of the overlying soil and rock body. The traditional test instruments are not effective in obtaining the shear mechanical parameters of the bedrock interface.
Most of the existing instruments related to the interface shear strength characteristics have defects such as cumbersome operation steps and insufficient test accuracy.
For example, the application number is 201510836695.1 "A large-scale soil interface shear test model and test method", the application number is 201510359489.6 "a method for repeated direct shear strength test of landslide foundation covering", the applic

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  • Multi-scale soil-rock-mixture-bed rock interface shearing mechanical characteristic test device and method
  • Multi-scale soil-rock-mixture-bed rock interface shearing mechanical characteristic test device and method
  • Multi-scale soil-rock-mixture-bed rock interface shearing mechanical characteristic test device and method

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Experimental program
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Effect test

Embodiment 1

[0070] The multi-scale soil-rock mixture-bedrock interface shear characteristic testing device in this embodiment includes a specimen system, a loading system, a balance control system, a servo control system and a data acquisition system, and the specimen system includes an upper rectangular tempered glass shear box 9. The lower rectangular steel shear box 18, soil-rock mixture sample 11, rock sample 19, antifriction lubricant 10, bedrock interface 33, loading plate 34, the upper rectangular tempered glass shear box 9 is composed of four It is composed of a transparent toughened glass plate and bolts. By changing the position of the bolts, the aspect ratio (1:1, 1.5:1 and 2:1) of the upper rectangular tempered glass shear box 9 can be changed, and the lower rectangular steel shear box 9 can be changed. Box 18 is made up of five steel plates and bolts, by changing the position of bolts, the aspect ratio of the lower rectangular steel shear box 18 corresponds to the aspect ratio...

Embodiment 2

[0075] Consider bedrock interface morphology. The bedrock interface roughness coefficients of this example are J1=11.2 and J2=15.4 respectively.

[0076] 1) A rock sample with a certain bedrock interface roughness is processed by cutting in water. The size of the rock sample is 200mm×200mm×400mm, and the interface roughness coefficient is 15.4. Under this interface roughness coefficient, two identical size rock samples;

[0077] 2) Connect the front, rear, left, right and bottom five steel iron plates with bolts to form a lower rectangular steel shear box, and ensure that the aspect ratio of the lower rectangular steel shear box is equal to the length of the rock sample. The width ratio is consistent, which is then loaded into the lower rectangular steel shear box;

[0078] 3) Put the lower rectangular steel shear box and the rock test into the iron box as a whole, and make the centerlines of the three coincide with each other through the bolt, and then put the lower rectang...

Embodiment 3

[0094] Consider bedrock interface size effects. The aspect ratios of the bedrock interface in this example are l:d=1:1 and l:d=1:1.5, respectively.

[0095] Repeat steps 1) to 13), when l:d=1:1, the cohesive force of the bedrock interface is 16kPa, and the internal friction angle is 21°; when l:d=1:1.5, the cohesive force of the bedrock interface is 21kPa , the internal friction angle is 28°

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Abstract

The invention relates to a multi-scale soil-rock-mixture-bed rock interface shearing mechanical characteristic test device. The multi-scale soil-rock-mixture-bed rock interface shearing mechanical characteristic test device comprises a test piece system, a balance control system, a loading system, a servo control system and a data acquisition system, wherein the servo control system is used for controlling the loading system to work; the data acquisition system is used for acquiring image information of an multi-scale soil-rock-mixture-bed rock interface through the whole process of shearing,perpendicular loading force and displacement as well as shearing; and the test piece system comprises an upper rectangular tempered glass shearing box used for filling a soil-stone-mixture sample, a lower rectangular steel shearing box for filling a rock sample and a loading plate. The multi-scale soil-rock-mixture-bed rock interface shearing mechanical characteristic test device can realize research on shearing mechanical characteristics of soil-rock-mixture-bed rock interfaces of various dimensions and complex interface properties, meets straight shearing test requirements of base rock interface shapes under different kinds of perpendicular stress, different rock content and different moisture contents, and further can take effects such as erosion and softening, on the interface, of water into consideration.

Description

technical field [0001] The invention relates to the technical field of geotechnical engineering and geological engineering testing, in particular to a device and method for testing shear characteristics of an earth-rock mixture-bedrock interface. Background technique [0002] Accumulative slopes have always been a major problem encountered in open-pit mining projects and hydropower projects. From 1942 to 1953, the Grand Coulee Reservoir in the United States caused about 500 bank slopes to become unstable; from 1965 to 1969, during the impoundment of the Cepatsch Dam in Austria and the initial operation of the reservoir, several landslides immediately upstream of the dam deformed by more than 10 meters. According to statistics in the Three Gorges Reservoir Area Geological Disaster Prevention and Control Plan, by the end of 2003, there were 4,706 geological disasters in the reservoir area, of which landslides accounted for 4,663 cases. The cyclic water level rise and fall (14...

Claims

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Application Information

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IPC IPC(8): G01N3/02G01N3/24
CPCG01N3/02G01N3/24
Inventor 黄达罗世林宋宜祥岑夺丰马国伟
Owner HEBEI UNIV OF TECH
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