Journal of Jilin University(Engineering and Technology Edition) ›› 2023, Vol. 53 ›› Issue (6): 1650-1657.doi: 10.13229/j.cnki.jdxbgxb.20230152

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Safety early warning technology of continuous rigid frame bridges based on crack width variation

Hua WANG1(),Long-lin WANG1,Zi-mo ZHANG2,Xin HE3()   

  1. 1.Bridge Engineering Research Institute，Guangxi Transportation Science and Technology Group Co. ，Ltd. ，Nanning 530007，China
    2.School of Civil Engineering and Architecture，Guangxi University，Nanning 530004，China
    3.College of Transportation，Jilin University，Changchun 130022，China
  • Received:2023-02-01 Online:2023-06-01 Published:2023-07-23
  • Contact: Xin HE E-mail:939156574@qq.com;hexin@jlu.edu.cn

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Abstract:

In order to eliminate the influence of temperature variation on crack width of continuous rigid frame bridges and improve the efficiency and accuracy of evaluating bridge safety through crack width variation， a rigid frame bridge in Guangxi Province was taken as the research object. The whole bridge model and the refined model of beam segment with cracks were established respectively. The relationship between temperature and crack width variation was studied according to the calculation results of cross-level model. The results show that both the uniform temperature and the gradient temperature action have an effect on the crack width variation. The modified formula considering the change of concrete material characteristics can be used to quickly determine the crack width variation caused by temperature change， which can provide an important basis for bridge safety early warning. Finally， the proposed method is applied to Luotianle Bridge project， and the accuracy of this method is verified by measured data.

Key words: bridge engineering, rigid frame bridge, crack width, temperature variation

CLC Number: 

  • U446

Fig.1

Diagram of rigid frame bridge and crack at bottom plate of closing section"

Fig.2

Sensor layout on rigid frame bridge"

Fig.3

Variation trends of crack width and temperature in June 2022"

Fig.4

Rigid frame bridge overall model"

Table 1

Internal force value under uniform temperature rise"

（ΔT2=ΔT1）/℃轴力/kN剪力/kN弯矩/（kN·m）
0000
1-11.85-1.60-214.26
2-23.71-3.20-428.53
3.5-41.48-5.60-749.93
5-59.26-8.00-1071.32
6-71.11-9.60-1285.59
7-82.97-11.21-1499.85
8.5-100.75-13.61-1821.25
10-118.52-16.01-2142.65
11-130.38-17.61-2356.91
12-142.23-19.21-2571.18
13.5-160.01-21.61-2892.58
15-177.79-24.01-3213.97
16-189.64-25.61-3428.24
17-201.49-27.21-3642.50
18.5-219.27-29.61-3963.90
20-237.05-32.02-4285.30
22-260.75-35.22-4713.83
24-284.46-38.42-5142.36
25-296.31-40.02-5356.62
27-320.02-43.22-5785.15

Table 2

Internal force value under gradient temperature rise"

（ΔT1-ΔT2）/℃轴力/kN剪力/kN弯矩/（kN·m）
0000
1-20.52-18.707 045.34
2-41.05-37.4114 090.68
3.5-71.83-65.4624 658.68
5-102.62-93.5235 226.69
6-123.14-112.2242 272.03
7-143.67-130.9249 317.37
8.5-174.45-158.9859 885.38
10-205.24-187.0470 453.38
11-225.76-205.7477 498.72
12-246.29-224.4484 544.06
13.5-277.07-252.5095 112.07
15-307.86-280.55105 680.07
16-328.39-299.26112 725.41
17-348.91-317.96119 770.75
18.5-379.69-346.02130 338.76
20-410.48-374.07140 906.77
22-451.53-411.48154 997.45
24-492.58-448.88169 088.12
25-513.10-467.59176 133.46
27-554.15-504.99190 224.14

Fig.5

Fine model of beam segment with crack"

Fig.6

Calculation results of displacement at both ends of crack when uniform temperature is reduced by 1 ℃"

Table 3

Value of the change in crack width at uniform temperature"

（ΔT2=ΔT1）/℃Δw/mm（ΔT2=ΔT1）/℃Δw/mm
0013.5-0.016 150
1-0.001 19615-0.017 940
2-0.002 391 516-0.019 141
3.5-0.004 18517-0.020 337
5-0.005 98118.5-0.022 131
6-0.007 17520-0.023 925
7-0.008 37422-0.026 312
8.5-0.010 16924-0.028 700
10-0.011 96225-0.029 901
11-0.013 15827-0.032 292
12-0.014 354——

Fig.7

Results trend chart of table 3"

Table 4

Value of the change in crack width at gradient temperature"

（ΔT1-ΔT2）/℃Δw/mm（ΔT1-ΔT2）/℃Δw/mm
0013.50.465 40
10.034 487150.517 10
20.068 970160.551 70
3.50.120 69170.585 30
50.172 4218.50.638 00
60.206 92200.689 50
70.241 47220.757 60
8.50.293 14240.827 60
100.344 86250.862 20
110.379 31270.930 80
120.413 90——

Fig.8

Results trend chart of table 4"

Fig.9

Schematic diagram of bending deformation of truss structure microsegment"

Fig.10

Fitting results of crack width variation"

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