Experiments on Large Structures - Dynamic Behavior of Concrete and Seismic Engineering - page 219

1st bending mode

1st torsion mode

f =0.631Hz

f =1.271Hz

mef

mef

f =0.6 7Hz f =1.221Hz

exp exp

2nd bending mode

2nd torsion mode

f =0.816Hz

f =2.097Hz

mef

mef

f =0.8 7Hz f =2.020Hz

exp

exp

3rd torsion mode

3rd bending mode

f =2.912Hz

f =1.291Hz

mef

mef

f =1.4 7Hz exp

f =3.0 5Hz

exp

4th torsion mode

4th bending mode

f =4.159Hz

f =2.041Hz

mef mef

f =2.386Hz

f =4.419Hz

exp exp

5th torsion mode

5th bending mode

f =5.328Hz

f =3.112Hz

mef

mef

f =3.5 3Hz

f =5.505Hz

exp exp

6th bending mode 6th torsion mode

f =4.266Hz f =6.675Hz

mef

mef

f =6.769Hz

f =4.6 5Hz

exp exp

Figure 6.15. Comparisons between the bridge vibration
modes measured and calculated

To calibrate the numerical model, initial tensions within the main suspenders and
stays were calculated using a program aimed at the non-linear analysis of suspension
bridges, which was used to rehabilitate the structure. A three-dimensional model
was used to carry out an analysis of eigenvalues; finally, the results from the
numerical model and its accuracy were checked against the experimental results
(modes and frequencies).