Experimental Technology for the Shear Strength of the Series-Scale Rock Joint Model
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ORIGINAL PAPER
Experimental Technology for the Shear Strength of the Series‑Scale Rock Joint Model Man Huang1,2 · Chenjie Hong1 · Shigui Du1 · Zhanyou Luo1,3 Received: 2 November 2019 / Accepted: 28 August 2020 © Springer-Verlag GmbH Austria, part of Springer Nature 2020
Abstract The primary objective of this work is to improve our understanding of the scale effect of the joint shear behavior. Attempts are made to combine different proposed methods with the multiscale joint shear test. First, a new type of rock-like material made from a mixture of raw materials is used to simulate rock joints. Then a new sampling method is used with the progressive coverage statistical method for the representative sampling of actual joints, and an inverse controlling technology is designed with an invented series of multiscale molds for the construction of a similar surface model in series scale (100 mm × 100 mm to 1000 mm × 1000 mm). Finally, the independently developed multiscale direct shear tester is used to measure the shear behavior of joint replicas. The quality of results shows the capacity of this experimental technology in investigating the scale effect of the joint shear behavior. Keywords Rock joint · Similar material · Representative sample · Shear test List of Symbols 𝜎 Compressive strength (MPa) E Elastic modulus (GPa) 𝜌 Density (KN/m3) Δd Propulsion spaces (mm) L Side length of the original square joint (mm) l Side length of the target sample size (mm) ∗ ∕(C + 1) Three-dimensional roughness parameter 𝜃max ∗ 𝜃max Maximum apparent dip angle in the shear direction (°) C Roughness fitting coefficient A0 Maximum potential contact area W Distribution proportion n Sampling quantity h Layer number * Zhanyou Luo [email protected] 1
School of Civil Engineering, Shaoxing University, 508 Huancheng West Road, Shaoxing 312000, People’s Republic of China
2
Department of Civil and Environmental Engineering, Louisiana State University, Baton Rouge, LA 70803, USA
3
Institute of Geotechnical Engineering, Zhejiang University of Science and Technology, Hangzhou 310023, People’s Republic of China
S2 Variance Wh Distribution proportion when the layer number is h Sh2 Variance when the layer number is h V Mean variance t Upper quantile of the standard normal distribution 𝛾 Permissible error Y Population mean N Total sample number p Eigenvalue for the stratified samples at each sampling size ph Eigenvalue for the stratified samples at each sampling size in h layer. ∗ ∕(C + 1) Values of the nth joint sample 𝜃max xhn in h layer. K Cluster center data Kh Cluster centers data in h layer. 𝛿 Relative error ∗ Ls Mean 𝜃max ∕(C + 1) of the samples ∗ Lp Mean 𝜃max ∕(C + 1) of the population ∗ ∕(C + 1) of the produced joints Lm Mean 𝜃max ∗ Lo Mean 𝜃max ∕(C + 1) of the prototype joints 𝜎n Low-normal stress (MPa) 𝜏p Peak shear stress (MPa) 𝜏r Residual shear strength (MPa)
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1 Introduction The shear behavior of rock joints is the key factor in controlling the mechanical behavior o
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