Journal of Jilin University(Engineering and Technology Edition) ›› 2020, Vol. 50 ›› Issue (1): 202-209.doi: 10.13229/j.cnki.jdxbgxb20181138

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Seismic vulnerability analysis of frame structure considering floor correlation

Xiu-zhen WANG1,2(),Yong-jiu QIAN1(),Chang-jiang SHAO1,Shuai SONG3   

  1. 1. School of Civil Engineering，Southwest Jiaotong University，Chengdu 610031，China
    2. School of Civil Engineering and Hydraulic Engineering，Ningxia University，Yinchuan 750021，China
    3. School of Architecture and Civil Engineering，Taiyuan University of Technology, Taiyuan 030024，China
  • Received:2018-11-16 Online:2020-01-01 Published:2020-02-06
  • Contact: Yong-jiu QIAN E-mail:xiuzhen@live.cn;yjqian@sina.com

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Abstract:

In order to consider the correlation between each floor′s seismic demand in the vulnerability analysis of the frame structure, a frame structure vulnerability analysis method, which can consider the correlation of each floor seismic demand was proposed. The multiple Copula function method was used to deal with the correlation and edge distribution function of each floor’s seismic demand respectively. The incremental dynamic analysis method was used to get the vulnerability curve of each floor. The edge distribution function of each floor’s seismic demand was obtained by using the kernel density estimation method, which is a nonparametric method, and the corresponding parameters of the alternative Copula function were obtained. Then the optimal Copula function was selected by the minimum distance method, and the joint distribution function of each floor′s seismic demand was obtained, and the vulnerability curves of the frame structure were obtained. The results of the first order boundary method and the Bootstrap resampling method were compared. It is shown that the results of the frame structure vulnerability analysis method proposed in this paper are both located between the two boundaries of the first order boundary method, and are in good agreement with the results of the Bootstrap resampling method, which proves the accuracy of the method to a certain extent.

Key words: engineering structure, frame structure, multivariate Copula function, nonlinear correlation, Bootstrap resampling method, joint probability distribution function

CLC Number: 

  • TU375

Fig.1

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Table 1

Statistical parameters of random parameters"

随机变量 符号 均值 变异系数 分布类型
钢筋弹性模量/MPa E s 228559 0.033[13] 正态分布
型钢弹性模量/MPa E ss 228559 0.033 正态分布
混凝土弹性模量/MPa E c 33904 0.08[14] 正态分布
钢筋屈服强度/MPa f y 384 0.078[15] 对数正态分布
型钢屈服强度/MPa f ys 384 0.078 正态分布
混凝土强度/MPa f c 34.82 0.14[15] 正态分布
阻尼比 D A 0.05 0.2[16] 正态分布
结构质量/(kN·m-2) M s 6 0.1[15] 正态分布

Table 2

Ground motion records"

地震 记录次数 发生年份 震级
Taiwan ART1(45) 34 1986 7.3
Hector Mine 6 1999 7.1
San Fernando 6 1971 6.6
Northridge?01 44 1994 6.7
Kocaeli_ urkey 4 1999 7.5
Santa Barbara 2 1978 5.9
Mammoth akes?06 2 1980 5.9
Cape Mendocino 6 1992 7.0
Big Bear?01 16 1992 6.5
Southern Calif 2 1952 6.0
Friuli_ Italy?02 4 1976 5.9

Fig.2

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Fig.3

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Fig.4

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Table 3

Euclidean distance of Copula function"

P GA Gauss Copula t?Copula P GA Gauss Copula t?Copula
0.1g 0.163 0.126 0.9g 0.246 0.215
0.2g 0.237 0.162 1.0g 0.220 0.195
0.3g 0.297 0.202 1.1g 0.205 0.153
0.4g 0.325 0.236 1.2g 0.186 0.134
0.5g 0.273 0.215 1.3g 0.212 0.145
0.6g 0.232 0.182 1.4g 0.217 0.164
0.7g 0.251 0.221 1.5g 0.232 0.182
0.8g 0.256 0.213

Fig.5

Structural vulnerability curves"

Fig.6

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