Journal of Jilin University(Engineering and Technology Edition) ›› 2022, Vol. 52 ›› Issue (7): 1582-1587.doi: 10.13229/j.cnki.jdxbgxb20210805

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Detection method of impact resistance of high-pier bridge superstructure under strong earthquake

Guang-ling GUO(),Qian XU,Jiang-tao FU()   

  1. School of Civil Engineering and Architecture，Shaanxi University of Technology，Hanzhong 723000，China
  • Received:2021-08-20 Online:2022-07-01 Published:2022-08-08
  • Contact: Jiang-tao FU E-mail:guoguangling2313@163.com;zhangxue5852@163.com

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Abstract:

In order to accurately detect the impact resistance of superstructure of high?pier bridge and reduce the response time of structural impact resistance detection， an impact resistance detection method of superstructure of high?pier bridge under strong earthquake was proposed. According to the peak ground acceleration and spectral acceleration， the seismic intensity factor parameters were selected， the IDA curve of IM parameter component structure of high?pier bridge was constructed， and the structural dynamic characteristics were analyzed. The characteristic data was quantified horizontally， and the curvature corresponding to different anti?attack states was used. The impact resistance of the superstructure of high? pier bridge under strong earthquake in damage state was defined， and the impact resistance of the superstructure of high?pier bridge was detected according to the dynamic structure characteristics of seismic factors. The simulation results show that the response time of the proposed method is less than 0.5 s， and the maximum experimental error is 0.0615%. This method can quickly complete the structural impact resistance detection with high discrimination ability.

Key words: high pier bridge, superstructure, impact resistance test, earthquake intensity

CLC Number: 

  • U441.2

Fig.1

Facade of high pier bridge"

Fig.2

IDA curve of superstructure of high pier bridge"

Fig.3

Flow chart of impact resistance of upper structure of high pier bridge"

Fig.4

Results of response time comparison for different methods"

Table 1

Variation of experimental error of proposed method"

墩高/m实验误差/%墩高/m实验误差/%
50.0246300.0429
100.0291350.0485
150.0326400.0538
200.0357450.0572
250.0373500.0615

Table 2

Variation of experimental error of method in reference ［6］"

墩高/m实验误差/%墩高/m实验误差/%
50.1244300.1387
100.1272350.1399
150.1305400.1405
200.1327450.1458
250.1344500.1478

Table 3

Variation of experimental error of method in reference ［7］"

墩高/m实验误差/%墩高/m实验误差/%
50.0147300.0182
100.0155350.0185
150.0162400.0189
200.0170450.0192
250.0177500.0204
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