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Arunachal Pradesh
Abstract To improve the effective use of rock bolt support system for practical and economic considerations in support system. A generic rock bolt design procedure usually starts with the identification of the rock mass strength, which is a process to minimize the deformation induced by the dead weight of loosened rock. It also control the stress redistributions in the rock next to the excavated areas. There has been a growing interest for application of numerical modelling to bolt/resin/rock integration with an aim of understand load transfer mechanisms. In this regard, parametric study was carried out to predict the displacement of fully grouted rock bolts intersected by single rock joint. Main characteristics of the analytical model considered in the bolt profile, joint movement under pull test condition anchorage capacity of fully grouted bolts have been studied. The performance of the proposed analytical model was validated by experimental methods and compared with numerical modeling. The short encapsulation pullout tests of crown bolt capacity were successfully modelled and directly compared with the in-situ pullout tests. The result showed that the proposed rock bolt models can credibly predict the bonding forces and axial loading along the length of rock bolt. 1. Introduction Rock bolt is the most extensively used support element in support systems in underground construction. Rock bolting design is indeed mainly based on experience and it appears that rock bolting design is simply a business of selection of rock bolt types and the determination of bolt length and spacing, but, one essentially uses, either explicitly or implicitly, a methodology in a specific rock bolting design (Li, 2017). In case of jointed rockmass, the rock joints sometimes are open, which is an indication that the in situ rock stresses are low in the rock mass. The task of rock support in low stress rock masses is to prevent rock blocks from falling. To do so, the maximum load exerted on the support elements, such as rock bolts, is the deadweight of the potentially falling block. But as the depth increases geological discontinuities in the rock mass became less and the discontinuities were less open. Rock burst is an instability issue in overstressed hard and strong rock. The goal of rock support in such conditions is to absorb the kinetic energy of the ejected rock. Energy-absorbing rock bolts should be used in burst-prone rock masses.
ISRM-ARMS10-2018-159
arunachal pradesh, bolt length, deformation, isrm international symposium, numerical modeling, Reservoir Characterization, reservoir geomechanics, rock bolt, rock bolt length, rock mass, rock mechanics symposium arms10 29, Singapore, strength, stress condition, support system, Thickness, tunnel, Upstream Oil & Gas
SPE Disciplines:
Abstract Ranganadi Hydro Electric Project (405 MW), Arunachal Pradesh, India is owned and operated by North Eastern Electric Power Corporation (NEEPCO), a Government of India Undertaking. The Project faced water leakage problem from water conductor system during 2001–2006 due to poor consolidation of rock. The problem was successfully tackled in 2006–07 with systematic grouting around the leakage zones. Pare Hydro Electric Project (110 MW) is another project of NEEPCO under construction located at 5.0 km downstream of Power House of RHEP. Rock in Pare is erodible and generally not groutable. Pre-construction groutability tests indicated poor groutability of rock and poor reliability of curtain grouting in dam foundation. Positive cut-off wall with plastic concrete was decided to be constructed. This paper presents an overview of the problems and the remedial measures undertaken in the face of the challenges to the projects vis-a-vis sustainability of hydraulic structures due to poor rock properties. Introduction Ranganadi Hydro Electric Project (RHEP), Arunachal Pradesh, India with an installed capacity of 405 MW is owned and operated by North Eastern Electric Power Corporation (NEEPCO), a Government of India Undertaking. The Project has been developed with creation of a reservoir by constructing a 67 m high concrete gravity dam across Ranganadi River and the reservoir water is diverted to Pare River through a 10.27 km long horse-shoe shaped tunnel of 6.8 m finished diameter. A surface power house is located at downstream of water conductor system with installation of three units of 135 MW each operating under a design head of 300 m. Pare Hydro Electric Project (PHEP) is another project of NEEPCO under construction located at 5.0 km downstream of Power House of RHEP (Figure 1). The project envisages utilization of water of both Pare River and water discharged through tailrace of RHEP through a gross head of 75 m for generation of a maximum of 110 MW of power. A 63.0 m high concrete dam across Pare River shall create a small reservoir for diversion. The water conductor system consists of a 2.81 km long concrete lined 7.5 m diameter horseshoe section headrace tunnel leading to a 58.0 m high surge shaft of 18.0 m diameter. Pressure shaft of 6.4 m diameter takes off from the surge shaft and is designed for a maximum discharge of 185.0 cumecs, 6.4 m diameter pressure shaft bifurcates into two penstock of 4.5 m diameter each leading to two vertical Francis turbines of 55 MW capacity installed in a surface power house on the right bank of the Pare River.
adit-iii, arunachal pradesh, concrete lining, dam foundation, erosion, flow in porous media, Fluid Dynamics, groutability test, hydro electric project, India, intake, lining, Lugeon value, north eastern electric power corporation, periphery, Reservoir Characterization, reservoir geomechanics, surge shaft, Upstream Oil & Gas, Water Conductor System, Wellbore Design
Industry:
- Energy > Oil & Gas > Upstream (0.94)
- Government > Regional Government > Asia Government > India Government (0.45)
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