桥台背墙对连续梁桥地震易损性的影响

doi:10.13229/j.cnki.jdxbgxb.20211174

Abstract

Abstract:

To explore the impact of the abutment back wall on the seismic fragility of each continuous girder bridge component， two nonlinear models of the four-span continuous girder bridge with or without back wall were built separately using OpenSees software. Models were analyzed by 100 seismic waves selected from PEER（Pacific Earthquake Engineering Research Center） database， based on class II site. Then the fragility curves of each component were established by cloud method. The results show that the abutment back wall has significant effect on the seismic fragility of continuous girder bridge. The effect of the abutment back wall on seismic responses of each component increases with the increase of the damage degree. In the state of complete damage， the influence degree reaches maximum， and the mean deviation of pier fragility reaches 85.5%. Considering the abutment back wall have the greatest influence on the seismic response of piers. Therefore， it is suggested that the abutment back wall should be considered when analyzing the seismic performance of continuous bridge structures.

Key words: bridge engineering, continuous girder bridge, abutment backwall, seismic fragility, cloud method, median fragilities

CLC Number:

U442.5

Yue ZHANG,Chuan-sen LIU,Fei SONG. Influence of abutment back wall on continuous girder bridge's seismic fragility[J].Journal of Jilin University(Engineering and Technology Edition), 2023, 53(5): 1372-1380.

Figures/Tables 14

Fig.1

Fig.2

Table 1

Two component model parameters of abutment backwall"

结构	F/10³kN	$Δ 1$ /cm	$Δ 2$ /cm	$Δ 3$ /cm	$Δ 4$ /cm	$Δ 5$ /cm
钢筋	4.63	0.23	-	-	3.71	5.30
混凝土	4.26	-	1.06	2.65	-	-
背墙	8.89	0.23	1.06	2.65	3.71	5.30

Table 1

Fig.3

Fig.4

Fig.5

Fig.6

Fig.7

Table 2

Medians and dispersions for bridge component limit states"

桥梁构件	EDP	轻微损伤		中等损伤		严重损伤		完全损伤
桥梁构件	EDP	$S c$	$β c$	$S c$	$β c$	$S c$	$β c$	$S c$	$β c$
桥墩	$μ ?$	1	0.246	1.25	0.246	5.91	0.472	16.54	0.472
支座	$μ Δ$	1	0.246	1.5	0.246	2	0.472	2.5	0.472
桥台	$δ / m m$	25	0.246	50	0.246	100	0.472	150	0.472

Table 2

Fig.8

Fig.9

Fig.10

Fig.11

Fig.12

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