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where H b is the building height and l max is the maximum dynamic drift factor determined by response
spectrum analyses employing, for example, Fig. 2,2 and Table 3.1. Chandler et al (2002b) investigated
19 RC buildings with a wide range of height, and established the following relationships for A max
For rock sites: ^ = 2.72 + 0.497; < 9.5 (43)
For soH sites: ^ = 2.72 + 0.67/ 5 < 9.5 (44)
Both RSDi and A max depend on the building's fundamental lateral period T\. Su et al (2002) estimated
the fundamental lateral period of typical dynamic computer models for buildings in Hong Kong and
found the following estimation formula for fundamental lateral period of bare frame models:
r 6/1 = 0.025tf, (45)
The initial fundamental lateral period of real buildings (or denoted by full frames) with due
consideration of non-structural components and the variation of mean and design elastic modulus of
concrete was measured by ambient vibration tests [Su et al, 2002]. The following period prediction
equation for full frames was suggested
7^=0.013^ (4.6)
Chandler et aL (2002a) further considered the reduction of initial stiffness of the NS components and
the inelastic deformation of structural components under seismic dynamic deformation and proposed
the following period prediction formula with consideration of period shift at large-amplitude vibration:
Ti=T f
(4.7)
where p (=1.0) represents the ratio of lateral stiffness fromNS components and structural components,
n\ (