Tension only member design in High Seismic Zone
Tension only member design in High Seismic Zone
(OP)
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.
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.






RE: Tension only member design in High Seismic Zone
I have heard someone mention a minimum slenderness ratio for tension members though - this is supposedly to minimise vibration.
csd