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are assumed to be founded on a deep soil site, with seismic action having 2% PE/50 years. The interstorey
drift predicted by eqn's (4.2) and (4.8) (denoted as predicted real buildings) using an iterative
procedure is also displayed in Figure 4. lb for comparison. The period shift factor £ is found to vary
with building height from 1.04 to 1.17 with mean value of around 1.09. The maximum demands of drift
angles 0 a v g and i9 max are 0.24% and 0.45%, respectively, for real buildings of height -75m.
0.5
04 -
0.3 -
0.2 -
0.1 -
0
A Bare frame models
* Fullframemodels
- -' Predicted real buildings
0.8 -
0.7 -
0.6 -
0.5 -
0.4 -
0.3 -
0.2 -
0.1 -
0.-
A A *
A Bare frame models
* — .. Fullframemodels
1 1
Predicted real buildings
0 50 100 150 200 250 300 350 400 450 0 50 100 150 200 250 300 350 400 450
Figure (a)
Height^ _ _ Height^
Figure (b)
Fig. 4.1. Variations of drift angles against building heights of deep soil site with 2% PE/50years
(a) 0 avg and (b) # max
TABLE 4.1
RELATIONSHIP BETWEEN PERIOD SHIFT FACTOR Q AND 0 m
O max (%)
0.0
0.2
0.5
1.0
1.5
€
1.00
1.03
1.19
1.64
2.95
5. CONCLUSIONS
1. Long distance attenuation relationships for the maximum response spectral displacement (RSD max )
and the maximum response spectral velocity (RSVma*) for rock and soil sites have been developed
using the CAM-FAS A framework.
2. The input parameters to CAM and FASA can be obtained from seismological monitoring, as
opposed to capturing strong motion data. Thus, reliable distant earthquake attenuation relationships
that account for regional characteristics can now be obtained for low to moderate seismic regions
such as South China (including Hong Kong).
3. The maximum demands of drift angles # avg and 6^ of buildings founded on deep soil sites in Hong
Kong with consideration of partial damage of structural and non-structural components are found
to be 0.24% and 0.45%, respectively, for buildings with height of around 75m.