Vibration Assessment of a New Danube Bridge at Komárom


Problem statement and objectives



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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 


2|
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
2
high-grade strands 
(f
u
= 1860 N/mm
2
) 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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