scholarly journals Optimized Analysis Method for Evaluating the Shear Strength Parameters of Rock Joint Surfaces

2020 ◽  
Vol 2020 ◽  
pp. 1-8
Author(s):  
Yao Xiao ◽  
Huafeng Deng ◽  
Jingcheng Fang ◽  
Hengbin Zhang ◽  
Jianlin Li
Keyword(s):  
Shear Strength ◽  
Empirical Equation ◽  
Mechanical Test ◽  
Rock Joint ◽  
Test Results ◽  
Analysis Method ◽  
Shear Strength Parameters ◽  
Strength Parameters ◽  
Joint Surfaces ◽  
Multiple Sample

The results obtained from the mechanical test of rock samples inevitably suffer dispersion owing to discrepancies between test specimens. In view of these deficiencies, the present study proposes a method based on the empirical equation of shear strength developed by Barton to determine the shear strength parameters of joint surfaces using a single test specimen. This approach is then applied to optimize the analysis of multiple specimens. An analysis of experimental results verifies that the shear strength parameters of joint surfaces obtained by the proposed method can more accurately reflect the shear mechanics of multiple specimens than conventional multiple sample analyses; meanwhile, the results are reasonable and reliable. More importantly, the optimized method ensures the shear strength parameters are no longer affected by the sequence of specimens employed during shear test. The optimized analysis method eliminates the effect of differences between specimens and the influence of subjective factors on test results and therefore provides more realistic evaluations of shear strength parameters.

Application of the Complex Variable Differential Method in the Back Analysis of Geotechnical Engineering

2010 ◽  
Vol 168-170 ◽  
pp. 2439-2444
Author(s):  
Ming Wei Liu ◽  
Ying Ren Zheng
Keyword(s):  
Shear Strength ◽  
Complex Variable ◽  
Back Analysis ◽  
Optimization Method ◽  
Differential Method ◽  
Analysis Method ◽  
Shear Strength Parameters ◽  
Strength Parameters ◽  
Measuring Point ◽  
The Stability

On the stability analysis of complex slope, the determination of rock-soil masses shear strength parameters is very important. It’s very necessary to use the back analysis method to verify experiment result of rock-soil masses parameters for the important slope engineering. Because the sensitivity of shear strength parameters to displacement parameters is very poor, so that we couldn’t get the satisfactory shear strength parameters result by traditional back analysis method. Aiming at the problems of traditional back analysis method, this paper puts forward a totally new method of back analysis, which is applicable to the shear strength parameters of rock-soil masses through the integration of complex variable differentiation method, optimization method and elastic-plasticity finite-element method. The method mathematically back calculates shear strength parameters of rock-soil masses on the basis of displacement of measuring point. The sample calculation result indicates that the method possesses high accuracy and searching efficiency, and is a method of back analysis of displacement deserving popularizing.

Application of Back Analysis Method in Selecting Shear Strength Parameters for Hutoumao Landslide

2014 ◽  
Vol 1065-1069 ◽  
pp. 11-14
Author(s):  
Yong Jun Li ◽  
Chao Liu ◽  
Li Jun Su
Keyword(s):  
Shear Strength ◽  
Laboratory Experiment ◽  
Back Analysis ◽  
Analysis Method ◽  
Shear Strength Parameters ◽  
Strength Parameters

Laboratory experiment and back analysis are common methods for selecting shear strength parameters. However, every way has its shortcomings. A way combining two methods is used to determine shear strength parameters for Hutoumao landslide. The result can meet the need of project according to comparison experience value.

Effect of Grain Size and Specimen Dimension on Triaxial Shear Strength Parameters of Coarse Soil

2014 ◽  
Vol 926-930 ◽  
pp. 557-560
Author(s):  
Saman Asreazad
Keyword(s):  
Grain Size ◽  
Shear Strength ◽  
Triaxial Test ◽  
Coarse Aggregate ◽  
Triaxial Testing ◽  
Test Results ◽  
Shear Strength Parameters ◽  
Strength Parameters ◽  
Lower Shear ◽  
Coarse Soil

The triaxial shear strength of two specimen sizes of poorly-graded gravelly sand mixtures (SF) after removing a portion of the coarse aggregate by method called scalped gradation was investigated. The lower shear strength parameters obtained from small specimens for coarse soils in triaxial testing can lead to uneconomic design. In order to reduce testing costs and utilize more economic designs for coarse soils, small specimens can be used instead of large specimens; in addition, the test results can be corrected. The correlation of the triaxial test results of the two different size specimens was evaluated in this paper.

scholarly journals A Laboratory Investigation on Shear Strength Behavior of Sandy Soil: Effect of Glass Fiber and Clinker Residue Content

2017 ◽  
Vol 39 (4) ◽  
pp. 3-15 ◽  
Author(s):  
Leyla Bouaricha ◽  
Ahmed Djafar Henni ◽  
Laurent Lancelot
Keyword(s):  
Shear Strength ◽  
Glass Fiber ◽  
Glass Fibers ◽  
Friction Angle ◽  
Test Results ◽  
Shear Strength Parameters ◽  
Strength Parameters ◽  
Length Effect ◽  
Strength Behavior ◽  
Average Relative Density

Abstract A study was undertaken to investigate the shear strength parameters of treated sands reinforced with randomly distributed glass fibers by carrying out direct shear test after seven days curing periods. Firstly, we studied the fiber content and fiber length effect on the peak shear strength on samples. The second part gives a parametric analysis on the effect of glass fiber and clinker residue content on the shear strength parameters for two types of uniform Algerian sands having different particle sizes (Chlef sand and Rass sand) with an average relative density Dr = 50%. Finally, the test results show that the combination of glass fiber and clinker residue content can effectively improve the shear strength parameters of soil in comparison with unreinforced soil. For instance, there is a significant gain for the cohesion and friction angle of reinforced sand of Chlef. Compared to unreinforced sand, the cohesion for sand reinforced with different ratios of clinker residue increased by 4.36 to 43.08 kPa for Chlef sand and by 3.1 to 28.64 kPa for Rass sand. The feature friction angles increased from 38.73° to 43.01° (+4.28°), and after the treatment, clinker residue content of soil evaluated to 5% (WRC = 5%).

Model Tests on the Layout of Punning Position in Dynamic Compaction for Loess

2013 ◽  
Vol 405-408 ◽  
pp. 304-309 ◽  
Author(s):  
Jing Cai ◽  
Yong Yu Wang ◽  
Ming Da Luo
Keyword(s):  
Shear Strength ◽  
Soil Samples ◽  
Model Tests ◽  
Dynamic Compaction ◽  
Dry Density ◽  
Test Results ◽  
Shear Strength Parameters ◽  
Strength Parameters ◽  
Angle Of Internal Friction ◽  
Tamping Energy

To find the influence of the layout of punning position in dynamic compaction for loess, four model tests are performed, which equal in the tamping energy but differ in the layout of punning position. In model tests the settlement, the dry density and the shear strength parameters of the soil samples are measured and analysis of the effects of different test plans is made. The test results manifested that the decrease of the distance between the pounding points might result in an increment of the settlement, the dry density and the cohesive strength but not the angle of internal friction. And from the comparison of the test results, a more efficient layout of punning position is given.

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