ension only member design in high seismic zone

huangyhg

tension only member design in high seismic zone
hi,
any thoughts on design of bracing member in (high)seismic zone. aisc seismic provision (2005) restrict slenderness of v, inverted v bracings to 4*sqrt(e/f)for ocbf. is this not applicable to cross bracings. my understanding is, we can design bracing members as 'tension only' only if they are in diagonal (cross) configuration and there is no upper limit of the slenderness to it. where as v or inverted v type bracing should satisfy slenderness limit (as mentioned above) and should be designed for compressive forces, which means no 'tension only' analysis for these configuration.
i would be thankful for comments on this issue from you guys.
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i have not done much seismic design but this makes sense. chevron or k (what you call v) bracing needs to take compression to work, cross bracing does not.
i have heard someone mention a minimum slenderness ratio for tension members though - this is supposedly to minimise vibration.
csd