7 posts in this topic
By Ali Shan
Please clarify the following confusions one by one:-
1. If we run P-delta analysis in ETABS, then should we ignore stiffness property modifiers for beams and columns? I have heard that if we perform P-delta analysis and apply stiffness modifiers at the same time then the moment magnification process is doubled...?
2. ETABS considers selenderness of a column by applying moment magnification factors. If we run P-delta analysis also, does it mean that the selenderness of column is being over-estimated? I mean once the moments are magnified in P-delta analysis process and again through moment magnification process?
Please help me understand the software myth and clarify above confusions.
AOA Respected Seniors !
At station location 0.00 In column reinforcement summary the longitudinal steel is very high as compare to other location in the same column. My friend told me to ignore the 0 location reinforcement and provide the rebar in the column according to other station locations.
here is a snapshot of the column summary, so should i ignore the location 0 reinforcement ????
THANKS in advance.
I have one story- I found that the designer designed the columns only for axial loads neglected the moments from slabs... well I thinks it will work in case of gravity loads only.
But this system will not carry a 1 Newton lateral load since its unstable system against lateral loads because the column model will be hinge at the top and pin at the bottom.
please lets know your opinions