Effectiveness of Friction Dampers in Seismic and Wind Response Control of Connected Adjacent Steel Buildings

Table 10

Peak top floor displacement and acceleration responses of dissimilar connected buildings for unequal storey height under historical earthquake ground motions.

Frame	Earthquake	Peak top floor displacement, xn (cm)				Peak top floor acceleration, ẍn ()
		U	A	B	C	U	A	B	C
5-10 MRF-MRF	Imperial Valley, 1940	11.49	6.43	6.52	8.01	1.51	0.89	0.96	0.92
	Loma Prieta, 1989	26.67	12.86	9.09	11.32	3.58	1.65	1.36	1.85
	Northridge, 1994	16.96	10.43	11.73	12.35	2.68	2.06	2.59	2.08
	Kobe, 1995	12.10	10.47	10.01	11.20	1.72	1.69	1.65	1.58
15-20 MRF-MRF	Imperial Valley, 1940	16.77	10.79	14.82	15.20	0.86	0.65	0.61	0.50
	Loma Prieta, 1989	77.69	59.52	66.83	68.43	1.90	1.53	1.69	1.69
	Northridge, 1994	86.91	67.88	70.78	73.00	2.36	1.24	1.45	1.35
	Kobe, 1995	25.19	22.82	23.13	23.21	1.26	1.14	1.15	1.16
5-10 BF-BF	Imperial Valley, 1940	3.36	2.39	1.86	2.06	1.44	0.89	0.93	0.90
	Loma Prieta, 1989	7.15	3.87	4.10	4.37	2.65	1.08	1.14	1.34
	Northridge, 1994	10.61	7.39	8.46	8.14	4.00	2.44	2.72	2.67
	Kobe, 1995	8.97	3.84	4.64	4.43	2.94	1.43	1.67	1.56
15-20 BF-BF	Imperial Valley, 1940	19.74	6.19	9.11	10.67	1.25	0.85	0.67	1.02
	Loma Prieta, 1989	34.99	27.85	32.11	32.97	2.58	1.58	1.81	1.78
	Northridge, 1994	28.01	25.94	26.94	26.80	2.00	1.86	1.88	1.90
	Kobe, 1995	50.33	31.96	34.88	36.20	2.70	1.81	2.01	1.98