is reduction to allowable capacity required when using omega loads?

[sankers]

Hi,

My question is when using the seismic overstrength loads (omega loads) to design an anchorage system or any other type of drag connection, does one still need to reduce the nominal capacity of the element to an allowable capacity. For example, if analyzing a tension member in a connection that is subject to the omega load, and using ASD load combinations, do I still need to reduce the nominal capacity of the tension member by the 1.67 for gross and 2.0 for net? In the ASCE 7-05 CH 12 Commentary C12.4.3 It mentions as an example that when using omega loads to design an overall frame the capacities need not be reduced by the capacity resistance factors, but is that applicable to connections as well? Or am I misinterpreting the section? Please let me know what you think, thanks in advance.

 

[ARKeng]

Are you using Allowable Stress load combinations using the Overstrength Factor (see the last set of equations in ASCE7-05 Section 12.4.3.2)? If you are, you have to design using normal ASD reduction values but you could use a 1.2 increase per ASCE 7-05 12.4.3.3.