Author/Authors :
Hussain, Sajjad Department of Mining Engineering - University of Engineering and Technology, Peshawar, Pakistan , Rehman, Zahid Ur Department of Mining Engineering - University of Engineering and Technology, Peshawar, Pakistan , Muhammad Khan, Naseer Department of Mining Engineering - University of Engineering and Technology, Peshawar, Pakistan , Ahmad, Ishaq Department of Mining Engineering - University of Engineering and Technology, Peshawar, Pakistan , Raza, Salim Department of Mining Engineering - University of Engineering and Technology, Peshawar, Pakistan , Tahir, Muhammad Department of Mining Engineering - University of Engineering and Technology, Peshawar, Pakistan , Ullah, Asad Department of Mining Engineering - University of Engineering and Technology, Peshawar, Pakistan , Afzal, Danial Department of Mining Engineering - University of Engineering and Technology, Peshawar, Pakistan , Khan, Ali Department of Mining Engineering - University of Engineering and Technology, Peshawar, Pakistan , Salman, Muhammad Department of Civil Engineering - University of Engineering and Technology, Peshawar, Pakistan , Sherin, Saira Department of Civil Engineering - University of Engineering and Technology, Peshawar, Pakistan
Abstract :
The design of a stable slope in a rock mass environment is a quite complicated job
due to the anisotropic behaviour of the rock mass. In this research work, the cut slopes
at the Swat motorway in the weakest schist rock is numerically analyzed by the shear
strength reduction (SSR) approach using the Finite Element-based 2D RS2 software.
The slope is divided into two cases according to the nature of the rock. Each case of
the cut slope is analyzed by two stabilization methods: 1) changing the characteristics
of the slope 2) support system installation based on the Mohr-Coulomb (MCC) and
Generalized Hoek and Brown (GHB) failure criteria in order to propose the most
appropriate method for slope stabilization. The results obtained reveal that the Critical
Strength Reduction Factor (CSRF) before applying the stabilization methods is 1.34
(MCC) and 1.04 (GHB) for Case-I and 1.21 (MCC) and 0.53 (GHB) for Case-II. CSRF
for Case-I after changing the characteristics of the slope is observed to be 2.43 (MCC)
and 2.33 (GHB), while for Case-II is 1.82 (MCC) and 1.26 (GHB), respectively. CSRF
for Case-I after the support installation criteria is 1.59 (MCC) and 1.07 (GHB), while
for Case-II is 1.65 (MCC) and 0.5 (GHB), respectively. Based on the comparative
analysis, it is revealed that changing the characteristics of the slope method shows
prominent results in both cases; therefore, this method can be effectively used in order
to stabilize the slope in the weakest rock mass environment.
Keywords :
Cut slope stability , Shear strength reduction , Generalized Hook and Brown , failure criteria , Mohr-coulomb failure criteria
