Journal of Jilin University(Engineering and Technology Edition) ›› 2023, Vol. 53 ›› Issue (1): 159-169.doi: 10.13229/j.cnki.jdxbgxb20210557

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Influence of Rayleigh damping coefficient on seismic response of subway structure in liquefiable soil

Shun LIU1,2(),Xiao-wei TANG1(),Yi-xiao LUAN1   

  1. 1.State Key Laboratory of Coastal and Offshore Engineering，Dalian University of Technology，Dalian 116023，China
    2.MCC Capital Engineering & Research Incorporation Limited，Beijing 100176，China
  • Received:2021-06-21 Online:2023-01-01 Published:2023-07-23
  • Contact: Xiao-wei TANG E-mail:ls458047501@163.com;tangxw@dlut.edu.com

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Abstract:

Considering the influencing factors of the damping coefficient， the influence of the selection of the target damping ratio and the sensitive frequency range on the pore water pressure， the amount of buoyancy and the internal force of the underground structure under seismic loads is analyzed. The results show that the larger the target damping ratio， the slower the increase of the excess pore water pressure of the soil， and the smaller the floating and the internal force increment of subway structure. There is a threshold for the influence of the upper sensitive frequency.When the effect range exceeds the threshold， the excess pore water pressure， the floating and the internal force of the structure are basically unaffected. The analysis shows that the influence factors of Rayleigh damping should be fully considered and the damping coefficient should be determined reasonably in the analysis of liquefaction dynamic of subway structure.

Key words: geotechnical engineering, Rayleigh damping, target damping ratio, sensitive frequency, subway structure

CLC Number: 

  • TU9

Fig.1

Relationship between damping ratio and frequency"

Fig.2

Finite element model of subway station"

Fig.3

First four modes of the model"

Table 1

Parameters of liquefiable soil"

变 量数值变 量数值
密度ρ/（kg·m-3）2000破坏应力比Mf1
初始孔隙比e00.8硬化参数B04000
压缩指数λ0.03硬化参数B140
膨胀指数κ0.002剪胀参数D01
渗透系数k/（m·s-1）0.000 03剪胀参数n2
初始剪切比G0/σ'm0343.5塑性参考剪应变γrefp0.003
超固结比OCR1.2弹性参考剪应变γrefe0.035
相变应力比Mm0.8

Fig.4

Acceleration and Fourier spectrums of earthquakes"

Table 2

Characters of earthquake waves"

地震波持时/s峰值加速度/g卓越频率PF/Hz平均频率MF/Hz
Kobe?1300.8342.781.54
Kobe?2200.3456.301.90
Northridge250.5683.851.82

Table 3

Working conditions"

上限敏感频率阻尼比
f2=9 SF0.010.020.03
0.040.050.08
0.10
阻尼比敏感频率f2
ζ=0.05SFMF5 SF
PF9 SF13 SF
19 SF

Fig.5

Elements EPWPR under different damping ratios"

Fig.6

Distribution of excess pore water pressure ratio"

Fig.7

Uplifting of subway under different damping ratios"

Fig.8

Internal force under different damping ratio"

Fig.9

Relations between sensitive frequencies and damping ratio"

Fig.10

EPWPR of elements considering sensitive frequencies"

Fig.11

Distribution of the excess pore water pressure ratio"

Fig.12

Uplifting of subway considering sensitive frequencies"

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1 Liu H, Song E. Seismic response of large underground structures in liquefiable soils subjected to horizontal and vertical earthquake excitations[J]. Computers and Geotechnics, 2005, 32(4): 223-244.
2 Zhuang H, Hu Z, Wang X, et al. Seismic responses of a large underground structure in liquefied soils by FEM numerical modelling[J]. Bulletin of Earthquake Engineering, 2015, 13(12): 3645-3668.
3 胡记磊,刘华北. 改进碎石排水措施的地铁结构液化上浮响应数值试验[J]. 隧道建设, 2017, 37(): 82-86.
Hu Ji-lei, Liu Hua-bei. Numerical experiment of liquefaction induced uplift response of metro station by improved gravelly soil method[J]. Tunnel Construction, 2017, 37(Sup.2):82-86.
4 Park D, Hashash Y M A. Soil damping formulation in nonlinear time domain site response analysis[J]. Journal of Earthquake Engineering, 2004, 8(2): 249-274.
5 Kwok A O L, Stewart J P, Hashash Y M A, et al. Use of exact solutions of wave propagation problems to guide implementation of nonlinear seismic ground response analysis procedures[J]. Journal of Geotechnical and Geoenvironmental Engineering, 2007, 133(11): 1385-1398.
6 Hardyniec A, Charney F. An investigation into the effects of damping and nonlinear geometry models in earthquake engineering analysis[J]. Earthquake Engineering & Structural Dynamics, 2015, 44(15): 2695-2715.
7 邹德高,徐斌,孔宪京. 瑞利阻尼系数确定方法对高土石坝地震反应的影响研究[J]. 岩土力学, 2011, 32(3): 797-803.
Zou De-gao, Xu-Bin, Kong Xian-jing. Study of influence of different methods for calculating rayleigh damping coefficient on high earth rock dam seismic response[J]. Rock and Soil Mechanics,2011,32(3):797-803.
8 王豪,高广运,杨成斌. 瑞利阻尼对砂土场地非线性地震响应的影响分析[J]. 地震工程学报, 2016, 38(6): 909-915.
Wang Hao, Gao Guang-yun, Yang Cheng-bin. Influence of rayleigh damping on nonlinear seismic response of sand sites[J]. China Earthquake Engineering Journal, 206, 38(6): 909-915.
9 Tang X W, Shao Q. Numerical simulation on seismic liquefaction by adaptive mesh refinement due to two recovered fields in error estimation[J]. Soil Dynamics and Earthquake Engineering, 2013, 49: 109-121.
10 Tang X W, Zhang X W, Uzuoka R. Novel adaptive time stepping method and its application to soil seismic liquefaction analysis[J]. Soil Dynamics and Earthquake Engineering, 2015, 71: 100-113.
11 Uzuoka R. Analytical study on the mechanical behavior and prediction of soil liquefaction and flow[D]. Gifu: Gifu University, 2000.
12 Oka F, Yashima A, Shibata T, et al. FEM-FDM coupled liquefaction analysis of a porous soil using an elasto-plastic model[J]. Applied Scientific Research, 1994, 52(3): 209-245.
13 Idriss I M, Lysmer J R H. QUAD4: a computer program for evaluating the seismic response of soil structures by variable damping finite element procedures[R]. Berkeley: University of California, 1973.
14 Yoshida N, Kobayashi S, Suetomi I, et al. Equivalent linear method considering frequency dependent characteristics of stiffness and damping[J]. Soil dynamics and Earthquake Engineering, 2002, 22(3): 205-222.
15 Sun Q, Dias D. Significance of Rayleigh damping in nonlinear numerical seismic analysis of tunnels[J]. Soil Dynamics and Earthquake Engineering, 2018, 115: 489-494.
16 Oka F, Yashima A, Tateishi A, et al. A cyclic elasto-plastic constitutive model for sand considering a plastic-strain dependence of the shear modulus[J]. Géotechnique, 1999, 49(5): 661-680.
17 Matsuo O, Shimazu T, Uzuoka R, et al. Numerical analysis of seismic behavior of embankments founded on liquefiable soils[J]. Soils and Foundations, 2000, 40(2): 21-39.
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