According to the results I am not expecting to be seeing the "Unsatisfactory Load Capacity of the Column" message. Any reason why it could still be appearing?
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Large bi-directional shear for seismic combinations.
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I'm not sure if I understand you correctly. What have you modified: spcaing of the stirrups? The best seems to be the increase of a cross section of the column itself.
Increased stirrup diameter in some cases and yes reduced stirrup spacing in others. Your suggestion on increasing column dimension is however well noted ... but unfortunately sometimes Architectural constraints determine how much column dimensions can be increased (the ever continuing saga between engineers and architects )
Also, Sometimes when one increases column dimensions, then huge plastic moments capacity develops in the column thus making it more difficult to satisfy capacity design requirement in shear.
In any case, I should expect the error message to disappear once the safety ratios for the governing case is greater than 1 ... correct?
Yes, the error should no longer be displayed when all (for each of defined seismic combinations) safety ratios for shear are above 1.