Hi Guys
When designing a steel beam with end moments, ie fixed rigidly to a column for instance, is there a rule of thumb as to the capacity usage of the beam to make the connection possible?
I know that if your member is stressed to say 0.98 or 98% of capacity, making the connection work is not easy. When I say connection I am referring to bolted end plate, or extended endplate connection, not welded.
Is it better to only stress members to say 80% of capacity?
Was just wondering if anyone can inform me on what their rule of thumb is and what problems occur in the bolted connection design if it has to transfer 100% of the member capacity stresses.
Thanks
When designing a steel beam with end moments, ie fixed rigidly to a column for instance, is there a rule of thumb as to the capacity usage of the beam to make the connection possible?
I know that if your member is stressed to say 0.98 or 98% of capacity, making the connection work is not easy. When I say connection I am referring to bolted end plate, or extended endplate connection, not welded.
Is it better to only stress members to say 80% of capacity?
Was just wondering if anyone can inform me on what their rule of thumb is and what problems occur in the bolted connection design if it has to transfer 100% of the member capacity stresses.
Thanks
