Determination of Monitoring Parameters for Fatigue Behavior of Steel-Concrete Composite Bridge Girders with Welded Full Depth Transverse Stiffeners
Abstract
:1. Introduction
2. Materials and Methods
2.1. Material Properties
2.2. Specimen Design
2.3. Fabrication
2.4. Test Setup and Instrumentation
2.5. Testing Configuration
3. Results
3.1. Specimen GS
3.2. Specimen GF1
3.3. Specimen GF2
3.4. Specimen GF3a
3.5. Specimen GF3b
3.6. Specimen GF4
4. Discussion
5. Conclusions
- The critical fatigue details of steel-concrete composite girder bridges that have reached or are at the end of their design life should be closely scrutinized. The structural safety and state of these bridges in terms of fatigue should be determined by strain-based measurements. The strains in the fatigue critical details should be monitored at regular intervals to check whether the onset of fatigue exists or not. Any increase in the strain range of one of these details different than the others indicates the onset of fatigue.
- The changes in deflection and stiffness are not sufficient parameters for the determination of fatigue life. The change in stiffness will be less effective if the systems with a higher degree of indeterminacy are considered. There is no significant reduction in stiffness and strength of beams which do not exhibit fatigue behavior after cyclic loading.
- S-N data obtained from the specimens are above the limits defined for category C’ in AASHTO LRFD [8]. This is an expected situation. The most unfavorable cases of the fatigue tests of the details are considered in defining the fatigue categories according to AASHTO LRFD [8]. In this respect, the code considers a conservative safety margin and remains on the safe side. The S-N data of the specimens are consistent with those of other studies in the literature.
- The vibration-based monitoring techniques, which are frequently used to determine the damage state of existing structures, are not sufficient to detect fatigue damages. In this study, it is found that the change in strain in fatigue critical details is determinant of fatigue behavior rather than the change in the stiffness. Thus, the fatigue details with the maximum stress range should be determined by calculations, and these points should be monitored using strain-based methods in steel bridges with critical fatigue details specified in AASHTO LRFD [8].
Author Contributions
Funding
Acknowledgments
Conflicts of Interest
References
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Properties | Concrete | Flange of Steel Section | Web of Steel Section | Rebar |
---|---|---|---|---|
Concrete strength, | 24.19 | - | - | - |
Yield strength, | - | 378 | 360 | 588 |
Ultimate strength, | - | 521 | 519 | 634 |
Modulus of elasticity, | 20,328 | 200,000 | 200,000 | 195,000 |
Specimen | Loading Type | Number of Cycles | Fatigue Crack | Strain Range (MSR) | Average Strain Range (FCR) |
---|---|---|---|---|---|
GS | Monotonic | - | - | - | - |
GF1 | Cyclic | 407,000 | Yes | 0.68εy | 0.57εy |
GF2 | Cyclic | 584,800 | Yes | 0.57εy | 0.48εy |
GF3a 1 | Cyclic | 1,200,000 | No | 0.48εy | 0.42εy |
GF3b 1 | Cyclic | 4,000,000 | No | 0.42εy | 0.37εy |
GF4 | Cyclic | 4,438,000 | No | 0.39εy | 0.32εy |
Specimen | Loading Rate (Hz) | Loading Range (kN) | Strain Range (SS.04) (με) | Strain Range/Yield Strain (%) | Stress Range (MPa) |
---|---|---|---|---|---|
GF1 | 0.9 | 49.96 | 1283 | 68 | 257 |
GF2 | 1.2 | 41.20 | 1078 | 57 | 216 |
GF3a 1 | 1.8 | 34.40 | 910 | 48 | 182 |
GF3b 1 | 1.8 | 33.87 | 792 | 42 | 158 |
GF4 | 2.5 | 26.00 | 734 | 39 | 147 |
Specimen | Strain Range (με) | Average Strain Range (με) | Average Strain Range/Yield Strain (%) | Average Stress Range (MPa) | |||||
---|---|---|---|---|---|---|---|---|---|
SS.01 | SS.02 | SS.03 | SS.09 | SS.10 | SS.14 | FCR | FCR | FCR | |
GF1 | 1206 | 1182 | 571 | 1138 | 1153 | 581 | 1090 | 57 | 218 |
GF2 | 998 | 1006 | 479 | 964 | 943 | 460 | 912 | 48 | 182 |
GF3a 1 | 860 | 863 | 460 | 869 | 833 | 456 | 796 | 42 | 159 |
GF3b 1 | 767 | 769 | 212 | 754 | 713 | 181 | 708 | 37 | 142 |
GF4 | 635 | 680 | 375 | 630 | 658 | 321 | 605 | 32 | 121 |
Specimen | Average Strain Range/Yield Strain (FCR) (%) | Average Stress Range (FCR) (MPa) | Number of Cycles | Fatigue Crack | Fatigue Beginning | Crack Beginning | Fatigue Fracture |
---|---|---|---|---|---|---|---|
GF1 | 57 | 218 | 407,000 | Yes | 275,000 | 403,000 | 407,000 |
GF2 | 48 | 182 | 584,800 | Yes | 400,000 | 572,400 | 584,800 |
GF3a 1 | 42 | 159 | 1,200,000 | No | - | - | - |
GF3b 1 | 37 | 142 | 4,000,000 | No | - | - | - |
GF4 | 32 | 121 | 4,438,000 | No | - | - | - |
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Gunes, B.; Ilki, A.; Oztorun, N.K. Determination of Monitoring Parameters for Fatigue Behavior of Steel-Concrete Composite Bridge Girders with Welded Full Depth Transverse Stiffeners. Sustainability 2020, 12, 283. https://doi.org/10.3390/su12010283
Gunes B, Ilki A, Oztorun NK. Determination of Monitoring Parameters for Fatigue Behavior of Steel-Concrete Composite Bridge Girders with Welded Full Depth Transverse Stiffeners. Sustainability. 2020; 12(1):283. https://doi.org/10.3390/su12010283
Chicago/Turabian StyleGunes, Baris, Alper Ilki, and Namik Kemal Oztorun. 2020. "Determination of Monitoring Parameters for Fatigue Behavior of Steel-Concrete Composite Bridge Girders with Welded Full Depth Transverse Stiffeners" Sustainability 12, no. 1: 283. https://doi.org/10.3390/su12010283