Earthquake Stability Analysis of Rock Slopes: a Case Study

Pal, Shilpa; Kaynia, Amir M.; Bhasin, Rajinder; Paul, Dilip K.

doi:10.1007/s00603-011-0145-6

Cited by 53 publications

(10 citation statements)

References 8 publications

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“…The same slope has also been studied statically and dynamically by Pal et al (2012) using discontinuum approach. They observed a maximum shear displacement of 5.8À9.0 cm and maximum net horizontal displacement of 67À69 cm in static analysis and concluded the detachment zone as vulnerable.…”

Section: Discussionmentioning

confidence: 99%

Finite element analysis of failed slope by shear strength reduction technique: a case study for Surabhi Resort Landslide, Mussoorie township, Garhwal Himalaya

Gupta

Bhasin

Kaynia

et al. 2015

Geomatics, Natural Hazards and Risk

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Finite element analysis of failed slope of the Surabhi Resort landslide located in the Mussoorie township, Garhwal Himalaya has been carried out using shear strength reduction technique. Two slope models viz. debris and rock mass were taken into consideration in this study and have been analysed for possible failure of slope in future. Critical strength reduction factor (SRF) for the failed slope is observed to be 0.28 and 0.83 for the debris and rock mass model, respectively. A low SRF value of the slope revealed significant progressive displacement in the zone of detachment. This has also been evidenced in the form of cracks in the building of Surabhi Resort and presence of subsidence zones in the Mussoorie International School. These results are consistent with the study carried out by other workers using different approach.

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Section: Discussionmentioning

confidence: 99%

Finite element analysis of failed slope by shear strength reduction technique: a case study for Surabhi Resort Landslide, Mussoorie township, Garhwal Himalaya

Gupta

Bhasin

Kaynia

et al. 2015

Geomatics, Natural Hazards and Risk

Self Cite

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“…The friction angles for wet rock surfaces are generally lower than those for dry rock surfaces. To quantify this reduction in the joint friction angle, an indirect approach is adopted and the residual friction angle in the joints of the slopes were reduced by certain amount as adopted by Bhasin and Kaynia (2004) and Pal et al (2012). This approach has been attempted in one of the studied rock slopes i.e., RS-1.…”

Section: Combined Continuum-interface Analysismentioning

confidence: 99%

“…Bhasin and Kayania (2004) performed static and dynamic rock slope stability analysis using a numerical discontinuum modelling technique for a 700 m high rock slope in western Norway. Pal et al (2012) used the distinct element code (UDEC), which incorporates the strength and deformability properties of the joints and intact rock for stability analysis of Surabhi landslide, Derahdun, India. As reported in this work, the joint shear strength parameters were assumed based on the type of rock that exists in the study area.…”

Section: Introductionmentioning

confidence: 99%

Rock slope stability assessment using finite element based modelling – examples from the Indian Himalayas

Pain

Kanungo

Sarkar

2014

Geomechanics and Geoengineering

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Numerical modelling of rock slides is a versatile approach to understand the failure mechanism and the dynamics of rock slopes. Finite element slope stability analysis of three rock slopes in Garhwal Himalaya, India has been carried out using a two dimensional plane strain approach. Two different modelling techniques have been attempted for this study. Firstly, the slope is represented as a continuum in which the effect of discontinuities is considered by reducing the properties and strength of intact rock to those of rock mass. The equivalent Mohr-Coulomb shear strength parameters of generalised Hoek-Brown (GHB) criterion and modified Mohr-Coulomb (MMC) criterion has been used for this continuum approach. Secondly, a combined continuum-interface numerical method has been attempted in which the discontinuities are represented as interface elements in between the rock walls. Two different joint shear strength models such as Barton-Bandis and Patton's model are used for the interface elements. Shear strength reduction (SSR) analysis has been carried out using a finite element formulation provided in the PHASE 2 . For blocky or very blocky rock mass structure combined continuum-interface model is found to be the most suitable one, as this model is capable of simulating the actual field scenario.

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“…Rock has been regarded as an earthquake-resistant material conventionally, and the influence of different dynamic effects on its engineering characteristics had rarely been considered before the 1990s. However, the dynamic response of rock has recently attracted much attention, with a particular focus on the seismic response of rock tunnels [1,2], the vibration signs (single force inversion and waveform fitness) of a slope on the verge of instability and the subsequently seismic characteristics that are produced by the collapse process [3,4], and the seismic impacts on the stability of rock wedges [5,6]. Rock dynamics have become an emerging science [7][8][9][10].…”

Section: Introductionmentioning

confidence: 99%

Dynamic Response of Rock Containing Regular Sawteeth Joints under Various Loading Rates and Angles of Application

Shu

Lin

et al. 2020

Applied Sciences

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Intact rock-like specimens and specimens that include a single planar joint or triangular sawteeth joint at various angles are prepared for split Hopkinson pressure bar (SHPB) testing at loading rates of 303.1–5233.6 GPa/s. Only results that are associated with an error (eε) of less than 20.0% are utilized in subsequent analyses. The effects of the loading rate and angle of the load applied to various joint patterns on the failure type and dynamic peak stresses/strength of the specimens are investigated. Experimental results demonstrate that failure of each specimen can be classified into the following four types, Type A: integrated with or without tiny flake-off, Type B: slide failure, Type C: fracture failure, and Type D: crushing failure. The results of statistical analysis of variance (ANOVA) indicate that the loading rate, the angles of the base plane (β), and the asperity (α) of the sawteeth joint of the specimen all affect its dynamic peak stress when fracture failure occurs. The loading rate and β are important when the slide failure occurs, and the loading rate is the sole factor that significantly influences its dynamic peak stress when the specimen is crushed to failure. The dynamic peak stress of the specimen increases with the loading rate, while the rate of increase gradually decreases. The β and α of a jointed specimen affect the location of stress concentration during loading, further influencing the dynamic peak stress of such a specimen under slide and fracture failure. When the loading rate is high and the specimen is crushed to failure, the influences of β and α disappear, and the increase of loading rate reduces the efficiency of raising the dynamic peak stress.

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Earthquake Stability Analysis of Rock Slopes: a Case Study

Cited by 53 publications

References 8 publications

Finite element analysis of failed slope by shear strength reduction technique: a case study for Surabhi Resort Landslide, Mussoorie township, Garhwal Himalaya

Finite element analysis of failed slope by shear strength reduction technique: a case study for Surabhi Resort Landslide, Mussoorie township, Garhwal Himalaya

Rock slope stability assessment using finite element based modelling – examples from the Indian Himalayas

Dynamic Response of Rock Containing Regular Sawteeth Joints under Various Loading Rates and Angles of Application

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