1997 Jabalpur Earthquake. A miximum intensity of VIII on MM scale was observed in Jabalpur and surrounding region (Gupta et al., 1997, Narayan and Kumar, 1997) (Fig. At present, the processed strong motion data is not available and the ground motion characteristics are not known. It can be seen that most of the aftershocks occurred in the hangingwall near the downdip edge of the rupture due to the unclamping of the fault (i.e. We assumed a uniform slip of 0.5 m on the rupture of this earthquake and calculated static stress changes on the planes parallel to the fault plane of the main shock, as the fault plane solution of the main shock and composite fault plane solutions of aftershocks are quite similar. In May 1997, Jabalpur (Madhya Pradesh) suffered an earthquake of magnitude 6.0. Mittal V.K. Almost none of the well constructed buildings of this type experienced major damage. 1). . The majority of aftershocks occurred in the hangingwall near the downdip edge of the rupture in the zone of reduced normal stress and increased static stress. Shapiro N.M. earthquake (20 October, 1991), Latur earthquake (30 September, 1993), Jabalpur earthquake (22 May, 1997), Chamoli earthquake (29 March, 1999) and Bhuj earthquake (26 January, 2001). Major tectonic features of the Narmada Son lineament zone (GSI report 1995). The occurrence of intracontinental earthquakes in the lower crust is uncommon and is not a well-understood process, as the seismogenic depth in such regions is generally restricted to the upper 10–15 km of the crust. The possibility of applying one or more of these models to explain the earthquake occurrence in the NSL was suggested by Rajendran & Rajendran (1998). However, no disruption in the canal layout was caused due to the earthquake. (w[b].forms=w[b].forms||).push(arguments)}; Based on the above model we infer that fluids were released from time to time, which played an important role in reactivating the crust in this region (Rao & Reddy 1999). electronic form including WWW links is permitted. Most buildings in brick or cement blocks were relatively new, and where constructed during the last five years. 27 (A collection of papers presented at the workshop on ” 30th September, 1993 Killari Earthquake, Maharastra” held at Hyuderabad on 24th December, 1993, Hyderabd), pp 7-16, Simpson, D. W. (1997), National Earthquake Hazards Reduction program, IRIs Newsletter, 1997, Vol. In Fig. Home . Separate seismic recording networks are maintained in this region by the Geological Survey of India, University of Roorkee and Wadia Institute of Himalayan Geology. We suggest that, in the intermediate heat flow region of the NSL zone, the pore pressure may be higher in the lower crust due to the dehydration of the serpentinite body during previous episodes of thermo-tectonic processes. National Information Centre of Earthquake Engineering, Some Observations on Engineering Aspects of the Jabalpur Earthquake of 22 May 1997. The roof-level beams in these structures also behave as roof band since they rest directly on the masonry walls and do not transfer their load through the concrete columns. The recent earthquakes surprised seismologists and earth-scientists for the region which was considered generally non-seismic as very few historically significant earthquakes occurred. This was an extremely hazardous operation since small rock falls and landslides continued to affect the water supply system for several days after the earthquake. The serpentinite layer in the lower crust of the Jabalpur region is expected to have been formed by the conversion of underplated material, since underplated material is exhibited prominently in most of the NSL region (Singh & Meissner 1995) in the lower crust. Due to the numerous landslides in the area, assistance of DGBR was found to be invaluable in removing the obstacles on other roads. 1985). The Coulomb–Navier criterion implies a very high stress difference of about 2000 MPa on a favourably oriented reactivated thrust fault at 35 km depth, if we consider hydrostatic pore pressure (λ= 0.4, λ being the ratio of pore fluid pressure to overburden pressure) and a nominal coefficient of friction of 0.75. 1998) shown with solid circles of varying sizes as per their magnitudes (Md—duration magnitude) alongside their statistically derived error bars. We also computed the static stress changes in a horizontal plane at 38 km depth (Fig. The irrigation canals are typically 0.4 - 0.5 m wide and equally deep. The aftershock hypocentres are also projected onto the same plane. Bowers J.R.
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