Hi,
I have a truss analyzed by hand in accordance with AISC 9th edition. When done in STAAD.ProV8i, I'm getting odd results. Everything matches up to the Fa calculations. I used E2-1 from the AISC manual and double checked many times but what I get in STAAD doesn't make sense. According to STAAD serveral compression memebers fail and I don't know why. Can anyone help? I attached the file I am working with. Thanks.
Firstly, the checking equation is not E2-1 as you mentioned...it's H1-1 which checks for combined axial and bending stress...Secondly, since your member is a T section which means you have to check for flexural torsional buckling according to C-E2-2...The numbers appear to be correct to me...i didn't go into detail of caculation but they look fair enough....Hope this will answer your question
Thanks for the help!..... you wouldn't happen to have an idea why a hand calculation produces kl/ry = 32 and k;/rz = 18 when the staad calculation produces kl/ry = 60 and kl/rz = 18?