Multiobjective Optimal Control of Longitudinal Seismic Response of a Multitower Cable-Stayed Bridge

<table class="figure-group"><tr class="fig-image" id="a"><td><object data="https://static.hindawi.com/articles/sv/volume-2016/6217587/figures/6217587.fig.008a.svgz" name="6217587.fig.008a" type="image/svg+xml"></object></td></tr><tr class="fig-caption"><td><b>(a) </b>Peak base moment of tower number 1</td></tr><tr class="fig-image" id="b"><td><object data="https://static.hindawi.com/articles/sv/volume-2016/6217587/figures/6217587.fig.008b.svgz" name="6217587.fig.008b" type="image/svg+xml"></object></td></tr><tr class="fig-caption"><td><b>(b) </b>Peak base moment of tower number 2</td></tr><tr class="fig-image" id="c"><td><object data="https://static.hindawi.com/articles/sv/volume-2016/6217587/figures/6217587.fig.008c.svgz" name="6217587.fig.008c" type="image/svg+xml"></object></td></tr><tr class="fig-caption"><td><b>(c) </b>Peak base moment of tower number 3</td></tr></table>

<div>Effects of variations in damping coefficient and velocity exponent of the viscous fluid dampers on the peak base moments of bridge towers.</div>

Shock and Vibration

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Figure 8

Figure 8: Multiobjective Optimal Control of Longitudinal Seismic Response of a Multitower Cable-Stayed Bridge 