Study on seismic and wind resistance performance of a high-rise base-isolated structure with supplemental VIMD

doi:10.16265/j.cnki.issn1003-3033.2026.05.1355

Abstract

Abstract:

To promote the engineering application of VIMD in high-rise base-isolated structures, a 20-story base-isolated steel structure model was considered. First, the influence of the VIMD's inertance on the structure's natural periods was investigated. Then, 10 real ground motion records were selected from the Pacific Earthquake Engineering Research Center database and were scaled to match the target design response spectrum. The control characteristics and seismic mitigation effects of VIMD on the structural response were studied. Finally, based on the Davenport fluctuating wind speed spectrum, the spectral representation method was used to generate 10 stochastic fluctuating wind speed time histories. The control characteristics and wind-induced vibration mitigation effects of VIMD on the structural response were studied. The results indicate that VIMD can further extend the natural periods of the high-rise base-isolated structure, mainly in the first six modes. Under seismic excitations, the control effectiveness of VIMD on the relative displacement response of the isolation layer is comparable to that of Viscous Dampers (VD). However, the vibration mitigation ratios of VIMD for the response of the superstructure is improved by 19.5%-24.5% compared with that of VD. Under wind loads, VIMD and VD have basically the same response control capabilities for the high-rise base-isolated structure.

Key words: viscous inertial mass damper(VIMD), high-rise base-isolated structure, natural period, seismic performance, wind resistance performance

CLC Number:

X915.5

Wang Heng, Song Yinghua, Lyu Wei. Study on seismic and wind resistance performance of a high-rise base-isolated structure with supplemental VIMD[J]. China Safety Science Journal, 2026, 36(5): 199-206.

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楼层	高度/ m	质量/ kg	弹性剪切刚度/(kN/m)	阻尼系数/ (kN·s/m)
20	3.96	1.170×10⁶	171.70×10³	上部结构阻尼比:3%
18—19	3.96	1.100×10⁶	256.46×10³
15—17	3.96	1.100×10⁶	291.23×10³
12—14	3.96	1.100×10⁶	453.51×10³
6—11	3.96	1.100×10⁶	554.17×10³
2—5	3.96	1.100×10⁶	862.07×10³
1	5.49	1.126×10⁶	862.07×10³
隔震层	-	5.524×10⁶	103.80×10³	3.85×10³

阶次	1	2	3	4	5	6
固支结构	3.51	1.35	0.81	0.60	0.48	0.39
基础隔震结构	4.51	1.81	1.10	0.74	0.57	0.46
基础隔震结构- VIMD系统 (μ=0.5)	4.81	2.30	1.26	0.79	0.59	0.47
基础隔震结构- VIMD系统 (μ=1)	5.15	2.64	1.30	0.80	0.60	0.48

序列号	地震动名称	年份	震级	分量	调幅后的峰值加速度/(cm/s²)
RSN-161	Imperial Valley-06	1979	6.53	H-BRA225	3.12
RSN-173	Imperial Valley-06	1979	6.53	H-E10050	3.12
RSN-181	Imperial Valley-06	1979	6.53	H-E06230	3.37
RSN-1158	Kocaeli, Turkey	1999	7.51	DZC180	4.97
RSN-1529	Chi-Chi, Taiwan	1999	7.62	TCU102-E	3.21
RSN-2457	Chi-Chi, Taiwan-03	1999	6.2	CHY024E	4.86
RSN-3744	Cape Mendocino	1992	7.01	BNH270	2.66
RSN-6942	Darfield, New Zealand	2010	7.0	NNBSS13E	3.41
RSN-6966	Darfield, New Zealand	2010	7.0	SHLCS40W	3.65
RSN-8130	Christchurch, New Zealand	2011	6.2	SHLCS40W	5.10

性能指标	VD		VIMD
性能指标	最优参数	减震率/%	最优参数	减震率/%
J₁	$\xi =0.48$	19.4	$\mu =0.74,\xi =0.16$	43.9
J₂	$\xi =0.36$	15.5	$\mu =0.31,\xi =0.18$	35.0
J₃	$\xi =0.5$	41.3	$\mu =0,\xi =0.5$	41.3

性能指标	VD		VIMD
性能指标	最优参数	减震率/%	最优参数	减震率/%
J₁	$\xi =0.5$	20.2	$\mu =0.01,\xi =0.5$	20.2
J₂	$\xi =0.5$	22.4	$\mu =0.61,\xi =0.5$	23.9
J₃	$\xi =0.5$	30.3	$\mu =0,\xi =0.5$	30.3