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

Table 8

Peak top floor displacement and acceleration responses of dissimilar connected buildings for equal 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
5-5 MRF-BF	Imperial Valley, 1940	11.49	2.37	3.88	3.17	1.51	0.83	0.88	0.99
	Loma Prieta, 1989	26.67	9.78	14.37	14.02	3.70	1.42	1.91	2.10
	Northridge, 1994	16.96	13.77	14.22	14.58	2.68	2.61	2.59	2.62
	Kobe, 1995	12.10	7.60	8.89	8.74	1.72	1.53	1.51	1.55
20-20 MRF-BF	Imperial Valley, 1940	22.18	9.19	11.17	11.93	0.79	0.79	0.76	0.79
	Loma Prieta, 1989	81.23	52.99	56.80	65.99	2.10	1.71	1.63	2.09
	Northridge, 1994	81.67	57.46	65.42	60.99	1.63	1.53	1.57	1.54
	Kobe, 1995	37.41	23.67	24.76	24.21	1.31	1.12	1.29	1.30
5-5 BF-MRF	Imperial Valley, 1940	3.36	2.13	2.33	2.27	1.44	1.13	1.06	1.16
	Loma Prieta, 1989	7.15	4.28	5.19	4.90	2.65	1.56	2.00	1.91
	Northridge, 1994	10.61	9.81	9.92	9.91	4.00	3.21	3.32	3.33
	Kobe, 1995	8.97	6.17	5.89	5.97	2.94	2.01	1.86	1.87
20-20 BF-MRF	Imperial Valley, 1940	15.72	9.36	11.79	11.84	0.77	0.66	0.73	0.69
	Loma Prieta, 1989	46.08	43.59	41.61	48.97	1.86	1.69	1.78	1.74
	Northridge, 1994	40.27	37.22	36.84	37.18	2.25	1.85	2.18	2.17
	Kobe, 1995	33.50	24.01	25.00	24.72	2.08	1.33	1.65	1.51