I am designing a moment resisting, single story frame that is Seismic Use Group II. In IBC 2000 the ASD basic load combination for seismic is 0.6D + 0.7E (Formula 16-12). If I limit the drift of the frame to 0.015h (H/67) should I use the full effect of E or 0.7E? It doesn't seem to make sense to check deflection for a load that is greater than what I am using to size members with. I am in a low seismic area but I at least like to run through the numbers. Thanks.
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