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Figure from:Significance of severe distant and moderate close earthquakes on design and behavior of tall buildings

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Figure 2. Distribution of earthquake data for the period 1973-2004 based on NEIC (2004). Dots are of the same size and denote earthquake epicenter

Figure 2 Distribution of earthquake data for the period 1973-2004 based on NEIC (2004). Dots are of the same size and denote earthquake epicenter

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Figure 1. Distribution of earthquake data for the period 734-1996 based on Ambraseys and Melville (1982), Ambraseys et al. (1994) and GSHAP (2004). The dots denote earthquake epicenter and their size indicates the earthquake magnitude
Figure 1. Distribution of earthquake data for the period 734-1996 based on Ambraseys and Melville (1982), Ambraseys et al. (1994) and GSHAP (2004). The dots denote earthquake epicenter and their size indicates the earthquake magnitude
Figure 3. Scatter diagram of earthquake magnitude and epicentral distance for the period 1973-2004, based on NEIC (2004)
Figure 3. Scatter diagram of earthquake magnitude and epicentral distance for the period 1973-2004, based on NEIC (2004)
Figure 4. Response spectra due to a large earthquake of magnitude 7-0 with epicentral distance equal to 100km and a moderate event of magnitude 6-0 with epicentral distance equal to 20km
Figure 4. Response spectra due to a large earthquake of magnitude 7-0 with epicentral distance equal to 100km and a moderate event of magnitude 6-0 with epicentral distance equal to 20km
Table 1. Horizontal peak ground acceleration for Dubai
Table 1. Horizontal peak ground acceleration for Dubai
Figure 5. Site-specific earthquake hazard for Dubai
Figure 5. Site-specific earthquake hazard for Dubai
Figure 7. Uniform hazard spectra for Dubai for 5% critical damping showing the acceleration response as a function of relative displacement response Figure 6. Uniform hazard spectra for Dubai for a 5% critical damping
Figure 7. Uniform hazard spectra for Dubai for 5% critical damping showing the acceleration response as a function of relative displacement response Figure 6. Uniform hazard spectra for Dubai for a 5% critical damping
Figure 8. 5% damping response spectra of natural and artificial records representing a large distant earthquake of magnitude 7-0 with epicentral distance of 100km The 5% damped elastic response spectra of big and small earthquakes are shown in Figures 8 and 9. It is clear that characteristics of the selected natural record representing a severe distant earthquake
Figure 8. 5% damping response spectra of natural and artificial records representing a large distant earthquake of magnitude 7-0 with epicentral distance of 100km The 5% damped elastic response spectra of big and small earthquakes are shown in Figures 8 and 9. It is clear that characteristics of the selected natural record representing a severe distant earthquake
Figure 9. 5% damping response spectra of natural and artificial records representing a moderate close event of magnitude 6-0 with epicentral distance of 20km
Figure 9. 5% damping response spectra of natural and artificial records representing a moderate close event of magnitude 6-0 with epicentral distance of 20km
Figure 10. Plan of the 54-story tower showing main lateral force resisting systems (the two shaded wings are terminated at mid-height)
Figure 10. Plan of the 54-story tower showing main lateral force resisting systems (the two shaded wings are terminated at mid-height)
Figure 11. Ist and 2nd mode shapes in y and x direction obtained from the SAP2000 3D model (7), = 3-8 and T,, = 3-48)
Figure 11. Ist and 2nd mode shapes in y and x direction obtained from the SAP2000 3D model (7), = 3-8 and T,, = 3-48)
Figure 12. 1st and 2nd mode shapes in y and x direction obtained from the ETABS 3D model (7), = 4-05 and T\, = 3-47s)
Figure 12. 1st and 2nd mode shapes in y and x direction obtained from the ETABS 3D model (7), = 4-05 and T\, = 3-47s)
Figure 13. 1st and 2nd mode shapes and period of vibrations obtained from ZEUS-NL
Figure 13. 1st and 2nd mode shapes and period of vibrations obtained from ZEUS-NL
Table 2. Maximum inelastic global demand of framing system A from seven accelerogram:
Table 2. Maximum inelastic global demand of framing system A from seven accelerogram:
Table 3. Maximum inelastic demand in longitudinal and transverse directions from ZEUS-NL response-history analyses (average of seven records) material strength (characteristic and mean) on the dynamic properties and seismic response was margi- nal. For the sake of brevity, only the above-mentioned results of the parametric study are presented.
Table 3. Maximum inelastic demand in longitudinal and transverse directions from ZEUS-NL response-history analyses (average of seven records) material strength (characteristic and mean) on the dynamic properties and seismic response was margi- nal. For the sake of brevity, only the above-mentioned results of the parametric study are presented.
Figure 15. Sample displacement and base shear time histories of frame C, which is loaded with 100% of the total mass and resists solely the seismic load in the longitudinal direction
Figure 15. Sample displacement and base shear time histories of frame C, which is loaded with 100% of the total mass and resists solely the seismic load in the longitudinal direction
Figure 16. Fourier spectra of top response confirming contribution of different modes
Figure 16. Fourier spectra of top response confirming contribution of different modes
Figure 17. Comparison between the lateral capacities in the longitudinal direction obtained from inelastic pushover analysis using different lateral load patterns
Figure 17. Comparison between the lateral capacities in the longitudinal direction obtained from inelastic pushover analysis using different lateral load patterns
Figure 18. Capacity versus demand in the transverse direction
Figure 18. Capacity versus demand in the transverse direction
Figure 19. Capacity versus demand in the longitudinal direction
Figure 19. Capacity versus demand in the longitudinal direction
Table 4. Average base shear demand of eight ground motions observed from inelastic response-history analysis for 12 RC buildings analyzed by Mwa (2001)
Table 4. Average base shear demand of eight ground motions observed from inelastic response-history analysis for 12 RC buildings analyzed by Mwa (2001)