Study of an artificial boundary condition based on the damping-solvent extraction method

doi:10.1007/s11709-012-0167-5

Front Struc Civil Eng

2012, Vol. 6

Issue (3) : 281-287 https://doi.org/10.1007/s11709-012-0167-5

RESEARCH ARTICLE

Study of an artificial boundary condition based on the damping-solvent extraction method

Qiang XU(

), Jianyun CHEN, Jing LI, Mingming WANG

School of Civil and Hydraulic Engineering, Dalian University of Technology, Dalian 116023, China

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Abstract

A new artificial boundary condition for time domain analysis of a structure-unlimited-foundation system was proposed. The boundary condition was based on the damping-solvent extraction method. The principle of the damping-solvent extraction method was described. An artificial boundary condition was then established by setting two spring-damper systems and one artificial damping limited region. A test example was developed to verify that the proposed boundary condition and model had high precision. Compared with the damping-solvent extraction method, this boundary condition is easier to be applied to finite element method (FEM)-based numerical calculations.

Keywords damping-solvent extraction method structure-unlimited-foundation system spring-damper system artificial damping limited region finite element method

Corresponding Author(s): XU Qiang,Email:xuqiang528826@163.com

Issue Date: 05 September 2012

Cite this article:

Qiang XU,Jianyun CHEN,Jing LI, et al. Study of an artificial boundary condition based on the damping-solvent extraction method[J]. Front Struc Civil Eng, 2012, 6(3): 281-287.

URL:

https://academic.hep.com.cn/fsce/EN/10.1007/s11709-012-0167-5
https://academic.hep.com.cn/fsce/EN/Y2012/V6/I3/281

Fig.1 FE numerical model for the time-domain implementation of DSEM

Fig.2 FE numerical model for the time-domain implementation of this paper’s artificial boundary condition

Fig.3 The sketch for model and loads

Fig.4 The two-dimensional model for analysis

Fig.5 Vertical displacement at point A under step load

Fig.6 Vertical displacement at point B under step load

Fig.7 Vertical displacement at point C under step load

Fig.8 Vertical displacement at point A under impact load

Fig.9 Vertical displacement at point B under impact load

Fig.10 Vertical displacement at point C under impact load

Fig.11 Vertical displacement at point A under harmonic periodic load

Fig.12 Vertical displacement at point B under harmonic periodic load

Fig.13 Vertical displacement at point C under harmonic periodic load

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