Vibration Assessment of a New Danube Bridge at Komárom

Problem statement and objectives

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Chuyển đổi dữ liệu01.08.2022
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1. 2 Problem statement and objectives
Since the vibration amplitudes have to be controlled in order 
to comply with serviceability (e.g., passenger comfort) 
and load carrying capacity (fatigue) criteria, the accurate 

Szabó et al.
Period. Polytech. Civ. Eng.
calculation of VIV amplitudes is of primary importance. 
Simplified closed formulas (e.g., Eurocode, [4]), section 
[5, 6] and full aero-elastic wind tunnel models [7] or fluid- 
structure interaction simulations [8] are widely used, but 
there are still uncertainties as to the prediction of the VIV 
amplitudes [9]. In this paper a slender cable-stayed bridge 
at Komárom was considered, which was equipped with 
monitoring sensors during the most critical construction 
period; therefore, precise wind and vibration data series 
were available. The main goal was to validate our numer-
ical (structural and fluid dynamics) models in order to 
improve the reliability of the VIV amplitude calculations.
2 The new Komárom Danube Bridge project
The Komárom Danube Bridge is a cable stayed structure 
with unusual, one-sided single pylon arrangement, which 
is therefore fully fixed at the bottom. The main span L 
is 252 m. The orthotropic deck has trapezoidal ribs and 
two I-shaped stiffening girders at both sides. The curved 
cross girders are placed at every 3.00 meters. The deck has 
a width B of 20.40 m, and a depth D of 2.50 m. The stay 
cables are composed of A = 150 mm
high-grade strands 
= 1860 N/mm
) with a strand number of 43, 55 and 85. 
The cross section is shown in Fig. 1 with the team of 
designers ready to make pedestrian excitation tests at the 
end of the deck. Considering the slenderness of the bridge, 
6 pieces of tuned mass dampers (TMD) were installed on 
the deck in order to mitigate vortex induced vibration. 
A single TMD has a moving mass, stiffness and damping 
of M = 5 t, K = 36.5 kN/m and C = 3.4 kNs/m, respectively.

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