Modal Parameter Identification and Comfort Assessment of GFRP Lightweight Footbridges in Relation to Human–Structure Interaction
Abstract
:1. Introduction and Background
2. Summary of the Examined Lightweight Footbridges
3. Modal Testing, Vibration and Comfort Analysis Methods
3.1. iDynamics Based Smartphone Accelerometer Data Collection
3.2. First and Second Measurement Sets of Heel Tests
3.3. Modal Analysis
3.3.1. First Natural Flexural Frequency
3.3.2. Structural Damping Ratio
3.4. Comfort Analysis of Lightweight GFRP and Steel Footbridges
4. Results of Parameter Identification of Lightweight GFRP and Steel Footbridges
4.1. Heel Tests: First Measurement Set
4.1.1. First Natural Flexural Frequency
4.1.2. Structural Damping Ratio
4.2. Heel Test: Second Measurement Set
4.2.1. First Natural Flexural Frequency
4.2.2. Structural Damping Ratio
4.3. Dynamic Vibration Tests
4.3.1. Comfort Assessment during Walking
4.3.2. Comfort Assessment during Jogging
5. Discussion of the Modal Parameters and Comfort Assessment
5.1. General Observations
5.2. Relation between Modal Parameters and Vertical Accelerations
6. Analytical Comparison
6.1. First Natural Flexural Frequency
6.2. Comfort Analysis
7. Conclusions
- The basic value of the first natural flexural frequencies for the GFRP footbridges is between 3.8 Hz and 12.5 Hz, and for the steel footbridges, it is between 4.5 Hz and 8.8 Hz. The first natural frequency will decrease by 2% to 20% with increasing pedestrian densities up to 0.5 P/m2. The initial values of the structural damping ratio with only the operator on the bridge deck are between 3.0% and 8.0% for the GFRP footbridges and between 1.0% and 6.5% for the steel footbridges. The structural damping ratio will increase by a factor between 1.5 and 5.5 with increasing pedestrian density at 0.5 P/m2. In addition, the position of the pedestrians on the bridge deck has a small but noticeable influence on the increase in the structural damping ratio. The position of the pedestrians on the bridge deck influences the dynamic loading pattern and, consequently, the bridge’s response. For example, a large group of pedestrians walking in unison or concentrated in a specific area can cause localized dynamic loading and excite specific modes of vibration in the bridge. This can lead to localized areas of higher structural damping. Furthermore, pedestrians positioned near structural members or sensitive regions of the bridge may cause higher dynamic responses in those areas, affecting the overall damping behaviour of the structure. These observations point at significant human–structure interaction for small lightweight footbridges.
- The vertical accelerations are acceptable for the walking load case (CC1) but quickly become unacceptable for the jogging load case (CC3 and CC4). In the international guidelines, only the accelerations for walking are considered. As a result of the increasing damping, the experimentally measured 95 percentile vertical acceleration values do not increase proportionally with increasing pedestrian density, contradicting international guidelines. Excluding human–structure interaction therefore leads to uneconomic designs of lightweight footbridges. Despite the high basic first natural flexural frequency (f0 > 5 Hz) of some of the tested lightweight GFRP and steel footbridges, the comfort will be minimal (CK3) or even worse for the jogging load case. The statement of Eurocode 0, declaring that no check of the vibrations should be carried out if the first natural flexural frequency is larger than 5 Hz, is therefore not valid for these lightweight footbridges. It is recommended to always carry out an in situ check of the vibration behaviour and comfort.
- Good agreement between calculated and measured first natural flexural frequency values for the GFRP bridge in Puurs can be obtained by the analytical formula from the Dutch guideline CUR96:2019. Following the current guidelines in combination with the recommended damping ratios (0.5% and 1.0%) for GFRP bridges stated in CUR96:2019 clearly overestimates the vertical accelerations for the walking load case. However, if experimentally obtained pedestrian density-dependent structural damping ratio values are used, better agreement can be obtained between the analytically predicted and the experimentally measured maximum acceleration values for the walking load case.
Author Contributions
Funding
Data Availability Statement
Conflicts of Interest
References
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No. | Set | Year | Location | Material | Abbreviation | Length L (m) | Width W (m) | Surface Area A (m2) |
---|---|---|---|---|---|---|---|---|
1 | 1 | 2020 | Waregem | GFRP | GFRP_W | 10.00 | 4.00 | 40.00 |
2 | 1 | 2019 | Puurs | GFRP | GFRP_P | 16.60 | 4.20 | 69.72 |
3 | 1 | 2017 | Oudenaarde | Steel | Steel_O | 14.00 | 2.15 | 30.10 |
4 | 1 | 2017 | Sinaai | Steel | Steel_S | 17.50 | 3.30 | 57.75 |
5 | 2 | 2018 | Tremelo | GFRP | GFRP_T | 10.80 | 3.00 | 32.40 |
6 | 2 | 2012 | Tremelo | Steel | Steel_T | 33.20 | 3.00 | 99.60 |
7 | 2 | 2018 | Beersel | GFRP | GFRP_B | 7.00 | 2.00 | 14.00 |
8 | 2 | 2020 | Beersel | Steel | Steel_B | 10.00 | 2.20 | 22.00 |
No. | MC | Bridge | # Pedestrians (-) (Pedestrian Density (P/m2)) | ||||
---|---|---|---|---|---|---|---|
DT1 | DT2 | DT3 | DT4 | DT5 | |||
1 | 1 | GFRP_W | 4 (0.10) | 8 (0.20) | 20 (0.50) | 36 (0.90) | - |
2 | 1 | GFRP_P | 4 (0.06) | 7 (0.10) | 16 (0.23) | 24 (0.34) | - |
3 | 1 | Steel_O | 7 (0.23) | 14 (0.47) | 35 (1.16) | 42 (1.40) | - |
4 | 1 | Steel_S | 6 (0.10) | 12 (0.21) | 29 (0.50) | 42 (0.73) | - |
5 | 2 | GFRP_T | 4 (0.12) | 7 (0.22) | 10 (0.31) | 17 (0.52) | 33 (1.02) |
6 | 2 | Steel_T | 10 (0.10) | 15 (0.15) | 20 (0.20) | 25 (0.25) | 30 (0.30) |
7 | 2 | GFRP_B | 2 (0.14) | 3 (0.21) | 4 (0.29) | 7 (0.50) | 14 (1.00) |
8 | 2 | Steel_B | 3 (0.14) | 5 (0.23) | 7 (0.32) | 11 (0.50) | 22 (1.00) |
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Uyttersprot, J.; De Corte, W.; Van Paepegem, W. Modal Parameter Identification and Comfort Assessment of GFRP Lightweight Footbridges in Relation to Human–Structure Interaction. J. Compos. Sci. 2023, 7, 348. https://doi.org/10.3390/jcs7090348
Uyttersprot J, De Corte W, Van Paepegem W. Modal Parameter Identification and Comfort Assessment of GFRP Lightweight Footbridges in Relation to Human–Structure Interaction. Journal of Composites Science. 2023; 7(9):348. https://doi.org/10.3390/jcs7090348
Chicago/Turabian StyleUyttersprot, Jordi, Wouter De Corte, and Wim Van Paepegem. 2023. "Modal Parameter Identification and Comfort Assessment of GFRP Lightweight Footbridges in Relation to Human–Structure Interaction" Journal of Composites Science 7, no. 9: 348. https://doi.org/10.3390/jcs7090348