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Topics in Dynamics of Bridges, Volume 3: Proceedings of the by C. Bedon, A. Morassi (auth.), Alvaro Cunha (eds.)

By C. Bedon, A. Morassi (auth.), Alvaro Cunha (eds.)

Topics in Dynamics of Bridges, quantity three: complaints of the 31st IMAC, A convention and Exposition on Structural Dynamics, 2013, the 3rd quantity of 7 from the convention, brings jointly contributions to this crucial zone of analysis and engineering. the gathering offers early findings and case reviews on primary and utilized elements of Structural Dynamics, together with papers on:

Vibration Monitoring


Damage Detection

Health Monitoring

Dynamic Behavior

Dynamic Modeling

Human-Induced Vibration

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Additional info for Topics in Dynamics of Bridges, Volume 3: Proceedings of the 31st IMAC, A Conference on Structural Dynamics, 2013

Example text

24. Temperature effects on natural bridge frequencies are significant for modes where the shape indicates significant connection of structural elements to soil. This is also discussed in [2]. 8 Summary Experimental Modal Analysis under ambient excitation is well suited for the identification of a 32-m-twin-span cable-stayed footbridge with a lot of highway traffic travelling underneath the bridge. Using 10 V/g sensors and choosing a long enough time window results in a very nice signal-to-noise-ratio.

3. Damping matrix was considered in all calculations of response as proportional to a combination of mass and stiffness matrix. 5 % due to steel structure for all eigen-modes, which were taken into the consideration. e. eigen-frequencies and eigen-modes are given and depicted respectively. 1 showed the first ten relevant natural frequencies lying in the range 0–5 Hz. The eigen- 3 Analysis and Mitigation of Vibration of Steel Footbridge with Excessive Amplitudes 29 Fig. 2 (a) Bridge view; (b) Diagram of the bridge and the location of measurement points and orientation of sensors; (c,d) View on the bridge from the deck during measurements and from the left bank Fig.

As the footbridge’s modal stiffness is expected to remain constant, it is assumed that k 0 ¼ k. 3) The footbridge’s modified damped circular frequency is readily determined by performing an excitation frequency sweep, at predetermined displacement levels, close to the original circular frequency of the unloaded footbridge. The frequency at which the work required by the actuator is minimized is the modified natural frequency for the excited eigenmode. The modified damping can be determined indirectly by computing the energy dissipated per vibration cycle by the footbridge.

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