Response spectra for differential motion of structures supports during earthquakes in Egypt

Peer review under responsibility of Housing and Building National Research Center.

Figures & data

Fig. 1 Deformation of columns as a result of Love waves with short wave lengths [11].

Fig. 2 Deformation of columns as a result of Rayleigh waves with short wave lengths [11].

Fig. 3 Column failure at an overpass (Foothills Freeway crossing Foothills Boulevard) as a result of the San Fernando earthquake of 1971 (http://www.ngdc.noaa.gov).

Fig. 4 A layout of the frame bridge model before and after the differential motion occur.

Table 1 Additional bending moments and shear forces at specific points in the frame model due to differential longitudinal motion between the columns.

Points	Peak strain (max = 0.00163)
	Peak B.M. (kN m)	Peak shear (kN)
1	99.07	4.1
2	22.74	4.1
3	22.74	3.8
4	22.74	0

Fig. 5 An indicative schematic of the used model.

Fig. 6 Simulated accelerograms of the Nuwaibaa earthquake over the soil of GCA by El-Difrawy [37].

Fig. 7 Spectral Acceleration of the Nuwaibaa earthquake scaled to PGA = 3.5 m/s².

Fig. 8 Spectral Acceleration of the Nuwaibaa earthquake scaled to PGA = 3.5 m/s².

Fig. 9 Response spectra of Displacement (SD) and Differential Displacement (SDC).