Excess Pursantage in Columns and Beams

If you remove the columns S12, S13 and transform the beam K21 into a curtain, there is no problem. (Of course, I do not know the architecture) Do not define a single rib for the console.
 
I can't because it breaks the architecture. However, I solved the problem by changing the earthquake load calculation method. What's the harm in this? What is the difference between the 2 options?
 
"mrmoris":piu6ijge" said:
I can't do it because it breaks the architecture. But I solved the problem by changing the earthquake load calculation method. What's the harm in this?
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7.xx version[ /u] 8.xx version 7 There are three options in the version; 1) Equivalent horizontal loads Apply to rigid diaphragm center Equivalent earthquake load method 2) Apply lateral loads calculated by mode coupling method to rigid diaphragm It is an advanced multi-mode equivalent earthquake load method. Contribution of all modes is taken into account when calculating storey F, contribution of twisting modes is taken into account 3) Eccentric moment loading in diaphragm Use response spectrum solution with Modal Calculation Methods based on the modal behavior of the structural system under the influence of earthquake and Mode Combination Method based on earthquake spectrum and calculation 8.xx version has two options; ) Apply Horizontal story forces calculated by combining mode contributions Advanced multimode lu is the equivalent earthquake load method. The contribution of all modes is taken into account when calculating the Floor F, the contribution of Twisting modes is taken into account. 2) Combining the mode contributions from the results specific to the element Modal Calculation Methods, which are based on the modal behavior of the carrier system under the influence of earthquakes, and the Mode Combination Method, which is based on the earthquake spectrum and calculation.
 
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