Good day everyone, there is a steel roof with a span of 36 m. It sits on a reinforced concrete column with 6 m intervals. When I transfer the vertical, horizontal and moment from the steel to the column, at least 80/100 column only saves and its pursantage becomes 2,5. When I delete the horizontal force, 60/60 columns are saved and minimum pursanaj is sufficient. I wonder if I should take the horizontal load from the steel or not??? do i enter horizontal load twice (handle and idecad)?? Or should I reduce the horizontal load from the steel and get it?? When I look at similar projects, they generally have 60/60 columns, some have made 80/80 and their purchases have remained at a minimum. I look forward to your comments, thank you.