Behavior of a Tunnel and its Neighboring Joint with and without Presence of Rock Bolt under Biaxial Loads; Particle Flow Code Approach | ||
| Journal of Mining and Environment | ||
| مقاله 15، دوره 11، شماره 3، مهر 2020، صفحه 855-864 اصل مقاله (5.78 M) | ||
| نوع مقاله: Original Research Paper | ||
| شناسه دیجیتال (DOI): 10.22044/jme.2020.9581.1872 | ||
| نویسنده | ||
| V. Sarfarazi* | ||
| Department of Mining Engineering, Hamedan University of Technology, Hamedan, Iran | ||
| چکیده | ||
| In this work, the interaction between the semi-circular space and the neighboring joint with and without the presence of rock bolts was investigated using the particle flow code (PFC) approach. For this purpose, firstly, the calibration of PFC was performed using both the Brazilian experimental test and the uniaxial compression test. Secondly, a numerical model with the dimension of 100 mm * 100 mm was prepared. A semi-circular space with a radius of 25 mm was situated below the model. A joint with a length of 40 mm was situated above the space. The joint opening was 2 mm. The joint angles related to the horizontal direction were 0°, 15°, 30°, 45°, 60°, and 75°. Totally, 6 different configurations of the semi-circular space and neighboring joint were prepared. These models were tested with and without the presence of vertical rock bolts by the biaxial test. The rock bolt length was 50 mm. The value of the lateral force was fixed at 2 MPa. An axial force was applied to the model till the final failure occurred. The results obtained showed that the presence of rock bolts changed the failure pattern of the numerical model. In the absence of rock bolts, two tensile wing cracks initiated from the joint tip and propagated diagonally till coalescence from the model boundary. Also several shear bands were initiated in the left and right sides of the tunnel. In the presence of rock bolts, several shear bands were initiated in the left and right sides of the tunnel. The compressive strength with the presence of rock bolts was more than that without the presence of rock bolts. The failure stress had a minimum value when the joint angle was 45°. | ||
| کلیدواژهها | ||
| PFC2D؛ tunnel؛ joint؛ rock bolt؛ tensile crack | ||
| مراجع | ||
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