The new algorithm of obtaining shear strength of rock mass based on nonlinear equation proposed by E

2013 ◽  
pp. 279-284
Author(s):  
Kaizong Xia ◽  
Congxin Chen ◽  
Xiumin Liu ◽  
Yun Zheng ◽  
Yichao Zhou
Keyword(s):  
Shear Strength ◽  
Rock Mass ◽  
Nonlinear Equation

Shear Strength of Jointed Rock Mass with Different Joint Surface Characteristic in Subsea Tunnel

2019 ◽  
Vol 94 (sp1) ◽  
pp. 301
Author(s):  
Qin Jin ◽  
Jie Hu ◽  
Hongliang Liu ◽  
Shuguang Song ◽  
Jinpei Liu ◽  
...  
Keyword(s):  
Shear Strength ◽  
Rock Mass ◽  
Jointed Rock ◽  
Surface Characteristic ◽  
Jointed Rock Mass ◽  
Joint Surface ◽  
Subsea Tunnel

scholarly journals AE monitoring for estimating shear strength of rock mass.

1986 ◽  
Vol 27 (1) ◽  
pp. 1-12
Author(s):  
Fumio SUGIMOTO ◽  
Hideo YUGETA ◽  
Minoru USHIDA
Keyword(s):  
Shear Strength ◽  
Rock Mass

Model Testing and Analysis Study on Shear Strength of Rock Mass Containing Multiple Cracks under Compression-Shearing Loading

2008 ◽  
Vol 33-37 ◽  
pp. 617-622
Author(s):  
Wei Shen Zhu ◽  
Bin Sui ◽  
Wen Tao Wang ◽  
Shu Cai Li
Keyword(s):  
Shear Strength ◽  
Rock Mass ◽  
Rock Sample ◽  
Failure Process ◽  
Jointed Rock ◽  
Multiple Cracks ◽  
Test Results ◽  
Failure Model ◽  
Two Phase ◽  
Bridge Failure

Two-phase modelling testing was performed to study the shear strength of rock bridges of jointed rock mass in this paper. The failure process of rock sample containing multiple collinear cracks was observed. Based on theory of fracture mechanics and analytical method, a rock-bridge failure model was proposed and the expression of shear strength was derived. Comparison of calculated shear strength and the model test results was made and they agree well.

scholarly journals The ARMR Classification System and the Modified Hoek-Brown Failure Criterion Compared to Directional Shear Strength Models for Anisotropic Rock Masses

2019 ◽  
Author(s):  
Neil Bar ◽  
Charalampos Saroglou
Keyword(s):  
Shear Strength ◽  
Rock Mass ◽  
Failure Criterion ◽  
Classification System ◽  
Failure Criteria ◽  
Rock Masses ◽  
Anisotropic Rock ◽  
Anisotropic Rock Mass ◽  
Degree Of Anisotropy ◽  
Strength Models

The anisotropic rock mass rating classification system, ARMR, has been developed in conjunction with the Modified Hoek-Brown failure to deal with varying shear strength with respect to the orientation and degree of anisotropy within an anisotropic rock mass. Conventionally, ubiquitous-joint or directional shear strength models have assumed a general rock mass strength, typically estimated using the Hoek-Brown failure criterion, and applied a directional weakness in a given orientation depending on the anisotropic nature of the rock mass. Shear strength of the directional weakness is typically estimated using the Barton-Bandis failure criterion, or on occasion, the Mohr-Coulomb failure criteria. Directional shear strength models such as these often formed the basis of continuum models for slopes and underground excavations in anisotropic rock masses. This paper compares ARMR and the Modified Hoek-Brown failure criterion to the conventional directional shear strength models using a case study from Western Australia.

Study on estimation method of rock mass discontinuity shear strength based on three-dimensional laser scanning and image technique

2012 ◽  
Vol 23 (6) ◽  
pp. 908-913 ◽  
Author(s):  
Huiming Tang ◽  
Yunfeng Ge ◽  
Liangqing Wang ◽  
Yi Yuan ◽  
Lei Huang ◽  
...  
Keyword(s):  
Shear Strength ◽  
Rock Mass ◽  
Laser Scanning ◽  
Three Dimensional ◽  
Estimation Method ◽  
Strength Based ◽  
Image Technique

scholarly journals Experimental Study on Influence of Joint Surface Morphology on Strength and Deformation of Nonthrough Jointed Rock Masses under Direct Shear

2021 ◽  
Vol 2021 ◽  
pp. 1-17
Author(s):  
Yuanming Liu ◽  
Qingzhi Chen ◽  
Huiyu Chen ◽  
Xun Ou ◽  
Dafu Wu ◽  
...  
Keyword(s):  
Shear Strength ◽  
Rock Mass ◽  
Normal Stress ◽  
Failure Mode ◽  
Jointed Rock ◽  
Tangential Displacement ◽  
Direct Shear ◽  
Jointed Rock Masses ◽  
Final Failure ◽  
Joint Morphology

Direct shear tests were carried out on nonthrough jointed rock masses (NTJRM) with three types of joints under five normal stresses. The strength characteristics of shear strength, initial crack strength, and residual strength and the deformation characteristics of tangential displacement and dilatancy displacement as well as the transformation of failure mode and the variation of shear parameters of rock mass with different joint morphology are studied. Under the same normal stress, with the increase of joint undulation, the shear strength of NTJRM increases, and the corresponding tangential displacement of NTJRM increases. Two typical failure modes are observed: TTTS mode and TSSS mode. TTTS model indicates that the initial failure, extension failure, and final failure of rock mass are caused by tensile action, while the failure mode of through plane is formed by shear action. The initial failure of TSSS mode rock mass is caused by tensile action, while the expansion and final failure are caused by shear action, and the failure mode of through plane is formed under shear action. When the joint undulation is small and the normal stress is small, NTJRM will fail in TTTS mode; when the joint undulation is large and the normal stress is large, NTJRM will fail in TSSS mode. The results show that the shear parameters of NTJRM are related to the joint morphology, the bond force increases with the increase of joint undulation, and the internal friction angle increases with the increase of joint undulation. The research results of direct shear test of nonthrough jointed rock mass can provide reference for related research.

scholarly journals Experimental study on the effect of grouting reinforcement on the shear strength of a fractured rock mass

PLoS ONE ◽  
2019 ◽  
Vol 14 (8) ◽  
pp. e0220643 ◽  
Author(s):  
Cheng Wang ◽  
Xuefeng Li ◽  
Zuqiang Xiong ◽  
Chun Wang ◽  
Chengdong Su ◽  
...  
Keyword(s):  
Experimental Study ◽  
Shear Strength ◽  
Rock Mass ◽  
Fractured Rock ◽  
Fractured Rock Mass ◽  
Grouting Reinforcement

scholarly journals Geographic-information-system-based topographic reconstruction and geomechanical modelling of the Köfels rockslide

2021 ◽  
Vol 21 (8) ◽  
pp. 2461-2483
Author(s):  
Christian Zangerl ◽  
Annemarie Schneeberger ◽  
Georg Steiner ◽  
Martin Mergili
Keyword(s):  
Information System ◽  
Shear Strength ◽  
Rock Mass ◽  
Groundwater Flow ◽  
Shear Zone ◽  
Failure Process ◽  
Friction Angle ◽  
Strength Properties ◽  
Low Friction ◽  
Basal Shear

Abstract. The Köfels rockslide in the Ötztal Valley (Tyrol, Austria) represents the largest known extremely rapid landslide in metamorphic rock masses in the Alps. Although many hypotheses for the trigger were discussed in the past, until now no scientifically proven trigger factor has been identified. This study provides new data about the (i) pre-failure and failure topography, (ii) failure volume and porosity of the sliding mass, and (iii) numerical models on initial deformation and failure mechanism, as well as shear strength properties of the basal shear zone obtained by back-calculations. Geographic information system (GIS) methods were used to reconstruct the slope topographies before, during and after the event. Comparing the resulting digital terrain models leads to volume estimates of the failure and deposition masses of 3100 and 4000 million m3, respectively, and a sliding mass porosity of 26 %. For the 2D numerical investigation the distinct element method was applied to study the geomechanical characteristics of the initial failure process (i.e. model runs without a basal shear zone) and to determine the shear strength properties of the reconstructed basal shear zone. Based on numerous model runs by varying the block and joint input parameters, the failure process of the rock slope could be plausibly reconstructed; however, the exact geometry of the rockslide, especially in view of thickness, could not be fully reproduced. Our results suggest that both failure of rock blocks and shearing along dipping joints moderately to the east were responsible for the formation or the rockslide. The progressive failure process may have taken place by fracturing and loosening of the rock mass, advancing from shallow to deep-seated zones, especially by the development of internal shear zones, as well as localized domains of increased block failure. The simulations further highlighted the importance of considering the dominant structural features of the rock mass. Considering back-calculations of the strength properties, i.e. the friction angle of the basal shear zone, the results indicated that under no groundwater flow conditions, an exceptionally low friction angle of 21 to 24∘ or below is required to promote failure, depending on how much internal shearing of the sliding mass is allowed. Model runs considering groundwater flow resulted in approximately 6∘ higher back-calculated critical friction angles ranging from 27 to 30∘. Such low friction angles of the basal failure zone are unexpected from a rock mechanical perspective for this strong rock, and groundwater flow, even if high water pressures are assumed, may not be able to trigger this rockslide. In addition, the rock mass properties needed to induce failure in the model runs if no basal shear zone was implemented are significantly lower than those which would be obtained by classical rock mechanical considerations. Additional conditioning and triggering factors such as the impact of earthquakes acting as precursors for progressive rock mass weakening may have been involved in causing this gigantic rockslide.

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