Search the Community
Showing results for tags 'kl/r'.
Found 1 result
I wanted to bring this topic up even though I know there is stuff out there in google that talk about it. For those who feel confident in this topic and would like to share their knowledge and practice, very much appreciated. So here I go. If i have a beam (designed in flexure) yet my Kl/r is greater than 200. Isn't it as simple as bracing the member laterally? Therefore, no longer having Kl/r >200? Some have mentioned about checking that the compression stress in the member isn't greater than the critical stress from AISC equation E3-3 (Fcr), however, that would probably mean you barely have any load on the member. Anyways, the biggest question from me is some have mentioned Kl/r > 200, for members NOT designed in compression, should just be ignored. Thats scary to me. If in fact my compression stress, in a flexural member, is greater than the critical stress caclulated then that would mean the member would fail due to flexural buckling. Am I missing something?