Seismic analysis of a super high-rise steel structure with horizontal strengthened storeys

doi:10.1007/s11709-011-0116-8

Front Arch Civil Eng Chin

2011, Vol. 5

Issue (3) : 394-404 https://doi.org/10.1007/s11709-011-0116-8

RESEARCH ARTICLE

Seismic analysis of a super high-rise steel structure with horizontal strengthened storeys

Yuanqing WANG¹(

), Hui ZHOU¹, Yongjiu SHI¹, Yi HUANG¹, Gang SHI¹, Siqing WEN²

1. Key Laboratory of Civil Engineering Safety and Durability of China Education Ministry, Department of Civil Engineering, Tsinghua University, Beijing 100084, China; 2. Wuhan Architectural Design Institute, Wuhan 430014, China

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Abstract

Horizontal strengthened storeys are widely used in super high-rise steel structures to improve the lateral structural rigidity. This use has great effects on the seismic properties of the entire structure. The seismic properties of the Wuhan International Securities Building (a 68-storey super high-rise steel structure with three horizontal strengthened storeys) were evaluated in this study. Two approaches, i.e., mode-superposition response spectrum analysis and time-history analysis, were employed to calculate the seismic response of the structure. The response spectrum analysis indicated that transition parts near the three strengthened storeys were weak zones of the structure because of the abrupt change in rigidity. In the response spectrum analysis approach, the Square Root of Sum of Square (SRSS) method was recommended when the vertical seismic effects could be ignored. However, the complete quadratic combination (CQC) method was superior to SRSS method when the vertical seismic effects should be considered. With the aid of time-history analysis, the seismic responses of the structure were obtained. The whiplash effect that spectrum analysis cannot reveal was observed through time-history analysis. This study provides references for the seismic design of super high-rise steel structures with horizontal strengthened storeys.

Keywords seismic analysis steel structure super high-rise horizontal strengthened storey response spectrum analysis time-history analysis

Corresponding Author(s): WANG Yuanqing,Email:wang-yq@mail.tsinghua.edu.cn

Issue Date: 05 September 2011

Cite this article:

Yuanqing WANG,Yongjiu SHI,Yi HUANG, et al. Seismic analysis of a super high-rise steel structure with horizontal strengthened storeys[J]. Front Arch Civil Eng Chin, 2011, 5(3): 394-404.

URL:

https://academic.hep.com.cn/fsce/EN/10.1007/s11709-011-0116-8
https://academic.hep.com.cn/fsce/EN/Y2011/V5/I3/394

Tab.1 High-rise buildings with horizontal strengthened storeys in China

Fig.1 Plane (a) and elevation (b) view of the Wuhan International Securities Building

Tab.2 Section sizes of typical columns and beams for Wuhan International Securities Building

Tab.3 Natural vibration periods of the first 30 modes

Fig.2 Storey drift under a unidirectional earthquake (response spectrum analysis). (a) direction; (b) direction

Fig.3 Storey lateral displacement envelops under four seismic loadings (time-history analysis)

Fig.4 Magnification factor curves for storey lateral acceleration (time-history analysis)

Tab.4 Base shearing forces under seismic loadings

Fig.5 Internal forces for typical columns. (a) Column Z-1; (b) column Z-2; (c) column Z-3

Fig.6 Deformations of each vibration mode. (a) The 1st mode in the plane; (b) the 2nd mode in the - plane; (c) the 3rd mode in the plane; (d) the 4th mode in the plane; (e) the 5th mode in the plane; (f) the 16th mode in the plane

Fig.7 Modal participation factor for each vibration mode. (a) direction; (b) direction; (c) direction

Fig.8 Cumulative effective mass fractions of the first 40 modes in different earthquake directions

Tab.5 Number of vibration modes required for achieving a 90% cumulative effective mass fraction

Fig.9 Displacements calculated with different numbers of summation modes. (a) direction; (b) direction

Tab.6 Base shearing forces in a three-directional earthquake

Fig.10 Coupling coefficient between vibration modes 1, 10, 20, 30 and other vibrable modes

Tab.7 Results of the response spectrum analysis under a bidirectional earthquake

Tab.8 Results of the response spectrum analysis under a vertical earthquake

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