Attenuation relations for strong seismic ground motion in the Himalayan region

1996 ◽  
Vol 147 (1) ◽  
pp. 161-180 ◽  
Author(s):  
R. P. Singh ◽  
Ashutosh Aman ◽  
Y. J. J. Prasad
Keyword(s):  
Ground Motion ◽  
Himalayan Region ◽  
Attenuation Relations ◽  
Seismic Ground Motion

Attenuation relations for strong seismic ground motion in Canada

1981 ◽  
Vol 71 (6) ◽  
pp. 1943-1962
Author(s):  
H. S. Hasegawa ◽  
P. W. Basham ◽  
M. J. Berry
Keyword(s):  
Ground Motion ◽  
Near Field ◽  
Strong Motion ◽  
Alternative Methods ◽  
Western Canada ◽  
Peak Acceleration ◽  
Eastern Canada ◽  
Attenuation Relations ◽  
Seismic Ground Motion ◽  
Hypocentral Distance

Abstract Strong seismic ground motion attenuation relations based primarily on Western United States data, in conjunction with intensity data from eastern and western Canada, are employed to derive new attenuation relations for horizontal strong seismic ground motion for application throughout Canada. The following peak acceleration (ap) and peak velocity (vp) relations are proposed for use in western Canada a p ( cm sec − 2 ) = 10 e 1.3 M R − 1.5 v p ( cm sec − 1 ) = 0.00040 e 2.3 M R − 1.3 where M is magnitude and R hypocentral distance (km). The difference in the distance attenuation of Modified Mercalli intensity in eastern and western Canada, and an assumption of equivalent strong motion in the near field in the two regions, is applied to the western relations to derive the following relations proposed for use in eastern Canada a p ( cm sec − 2 ) = 3.4 e 1.3 M R − 1.1 v p ( cm sec − 1 ) = 0.00018 e 2.3 M R − 1.0 . The proposed relations are in reasonable agreement with the small amount of strong motion data available for western and eastern Canada. Within the accuracy justified by very scattered experimental data, peak vertical and sustained horizontal acceleration and velocity can be estimated as 23 of the peak horizontal values. The magnitude and distance dependence of acceleration and velocity parameters are sufficiently different that the relative levels of ground motion bounds in different frequency ranges will depend on the dominant magnitudes of, and distance ranges to, the earthquakes contributing risk in various regions of Canada. The results indicate the importance of mapping risk for parameters in addition to simple peak acceleration, and suggest alternative methods of deriving ground motion bounds required for the development of design response spectra.

Dynamic Characteristics of Base-Isolated Steel Frame under Seismic Ground Motion

2011 ◽  
Vol 255-260 ◽  
pp. 2341-2344
Author(s):  
Mohammad Saeed Masoomi ◽  
Siti Aminah Osman ◽  
Ali Jahanshahi
Keyword(s):  
Ground Motion ◽  
Base Isolation ◽  
Time History ◽  
Steel Structure ◽  
Steel Structures ◽  
Steel Frame ◽  
Nonlinear Time History Analysis ◽  
Seismic Load ◽  
Vector Method ◽  
Seismic Ground Motion

This paper presents the performance of base-isolated steel structures under the seismic load. The main goals of this study are to evaluate the effectiveness of base isolation systems for steel structures against earthquake loads; to verify the modal analysis of steel frame compared with the hand calculation results; and development of a simulating method for base-isolated structure’s responses. Two models were considered in this study, one a steel structure with base-isolated and the other without base-isolated system. The nonlinear time-history analysis of both structures under El Centro 1940 seismic ground motion was used based on finite element method through SAP2000. The mentioned frames were analyzed by Eigenvalue method for linear analysis and Ritz-vector method for nonlinear analysis. Simulation results were presented as time-acceleration graphs for each story, period and frequency of both structures for the first three modes.

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