It was recognized a long time ago (since the era of Newmark and Housner) that for structures with short fundamental periods (at the plateau of design acceleration spectrum) the ductility demand is larger than the behaviour factor - i.e. md>q. According to Eurocode 8 for a building with fundamental period T1 the ductility demand for given behaviour factor is md=1+(q-1)xT0/T1. However in EN 1998-1 (building structures) T0=Tc where Tc is the period at the end of the acceleration spectrum plateau and in EN 1998-2 (bridges) T0=1,25Tc and also md
Dear Mr. Andreev,
In General about the relation between behaviour factor and ductility, it seems that these two index have a inverse relation with together. In other word, in all structures when ductility increase led to decrease of stiffness and Conversely. But the key point is about those values for designer and engineers.
In B.Sc period, I and my supervisor doing a project in this field and final result for frame structures has been reported. If we increase the value of stiffness in structures led to drop of dissipation energy (decrease of ductility and drop of dissipation energy in earth quack) and Conversely. Thus, the best way for design of frame is combination of simple moment frame and frame with shear wall.
Finally, we design a new model that contain of two properties.
Kind Regards,
Milad
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