A rigid frame structure bs shown in Figure $1.1-6$m$,$ I$-3\mathrm{.}6$m$.$ All the columes

$I=1\mathrm{.}5796{10}^{-2}{m}^4,E=0\mathrm{.}20910k\frac{V}{m^2}$

All the bearms can be considered as rigid. $m=500KN\frac{a}{s^2}$

The damping matrix is formed by meruurement inc:

$C-\left[\begin{array}{ccc}7& -3& 0\\ -3& 3\mathrm{.}2& -1\mathrm{.}4\\ 0& -1\mathrm{.}4& 1\mathrm{.}4\end{array}\right]{10}^{*}N\frac{s}{m}$

Detarmine the natural frequencies and correpponding mode shapes

$($neylect damping$)$

Determine the response to $x_v=[[0,0,0\mathrm{.}005]\}$ meter, with and

without damping, from the respontes, Using PSD to check the effect of

damping os nataral frequencies.

A machine on floor C producing horlestal dynamic loading

$($KNQ$,$ determine the response of the structure to this

dynamic loading

Produce the PSD of the telyonses

A erplosive loading $Q-20e^{-10t}[KN|]$ acting at the top story horitoetally,

determine the recponse of the structurediwith damping$)$

The structure is under El$-$centro, an showe in Figure $2,$ earthquake,

determise the response of the stactore and the maximum shear

between sheres during this earthquake. Data of ELC earthquake is

pervided.

Not using the damping mavie given $($formed by measarement data$),$

forming your damping matrix using Rayleigh damping and re$-$do $6$ and

Compare the results.