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CLC number: U231; TB533.2

On-line Access: 2011-06-27

Received: 2011-04-03

Revision Accepted: 2011-08-18

Crosschecked: 2011-09-08

Cited: 9

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Citations:  Bibtex RefMan EndNote GB/T7714

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Journal of Zhejiang University SCIENCE A 2011 Vol.12 No.10 P.782-793


Metro train-induced vibrations on historic buildings in Chengdu, China

Author(s):  Meng Ma, Valéri Markine, Wei-ning Liu, Yang Yuan, Feng Zhang

Affiliation(s):  School of Civil Engineering, Beijing Jiaotong University, Beijing 100044, China; more

Corresponding email(s):   mameng_02231250@163.com

Key Words:  Traffic vibrations, Historic buildings, Vibration prediction, Numerical simulation

Meng Ma, Valéri Markine, Wei-ning Liu, Yang Yuan, Feng Zhang. Metro train-induced vibrations on historic buildings in Chengdu, China[J]. Journal of Zhejiang University Science A, 2011, 12(10): 782-793.

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%T Metro train-induced vibrations on historic buildings in Chengdu, China
%A Meng Ma
%A Valéri Markine
%A Wei-ning Liu
%A Yang Yuan
%A Feng Zhang
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%I Zhejiang University Press & Springer
%DOI 10.1631/jzus.A1100088

T1 - Metro train-induced vibrations on historic buildings in Chengdu, China
A1 - Meng Ma
A1 - Valéri Markine
A1 - Wei-ning Liu
A1 - Yang Yuan
A1 - Feng Zhang
J0 - Journal of Zhejiang University Science A
VL - 12
IS - 10
SP - 782
EP - 793
%@ 1673-565X
Y1 - 2011
PB - Zhejiang University Press & Springer
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DOI - 10.1631/jzus.A1100088

In this paper, the vibration influence on a monument caused by Chengdu Subway Line 2 is analyzed. Due to its elaborate and unique design, both structural and architectural damages should be avoided. First, the allowable root mean square (RMS) velocity at the foundation of the monument is derived and a site measurement is performed to obtain the background vibrations induced by road traffic. In addition, a train-track coupled model and 3D tunnel-soil-structure coupled finite element models are built to predict the dynamic response of the monument. Prediction models are checked by site measurement in Beijing Subway Line 5. Different kinds of fasteners and train speeds are compared and discussed as well. Results show that: (1) At a train speed of 72 km/h, all the traffic vibrations exceed the low limit no matter what kind of fastener is used, which is mainly due to the contribution of road traffic. Slowing down train speeds can cause effective vibration attenuation; (2) Vibrations drop dramatically with the train speed from 65 to 58 km/h. When the train speed is lower than 58 km/h, vibrations are lower than allowable value even if the contribution of road traffic is considered.

Darkslateblue:Affiliate; Royal Blue:Author; Turquoise:Article


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