Analytical Simulation of 3D Wind-Induced Vibrations of Rectangular Tall Buildings in Time Domain

Table 7

Effect of the empirical coherence function on elastic dynamic response of the shear buildings.

	Rooftop response	Across-wind response [m, m/s^2]		Wind-induced torsional response [rad, rad/s^2]
		Time domain (davenport)	Frequency domain (liang)	Time domain (davenport)	Frequency domain (liang)
2	RMS displacement	0.0060	0.0062	0.00017	0.00017
	Peak displacement	0.0208	0.0228	0.00067	0.00062
	RMS acceleration	0.1278	0.1241	0.0075	0.0067
	Peak acceleration	0.4176	0.4546	0.0284	0.0215
4	RMS displacement	0.0318	0.0379	0.0013	0.0016
	Peak displacement	0.0987	0.1315	0.0039	0.0057
	RMS acceleration	0.1813	0.2020	0.0144	0.0154
	Peak acceleration	0.5803	0.7014	0.0563	0.0544
6	RMS displacement	0.1045	0.1099	0.0040	0.0050
	Peak displacement	0.3304	0.3687	0.0128	0.0170
	RMS acceleration	0.2643	0.2652	0.0201	0.0215
	Peak acceleration	0.8616	0.8896	0.0711	0.0737
8	RMS displacement	0.2158	0.2696	0.0038	0.0047
	Peak displacement	0.7465	0.8809	0.0124	0.0223
	RMS acceleration	0.2985	0.3682	0.0163	0.0171
	Peak acceleration	1.1313	1.2031	0.0586	0.0570