EngStuff
Structural
- Jul 1, 2019
- 81
I think both software’s have the option of including or ignoring eccentricities. But I am using Risa connection.
So I have connections with shear and axial(+/-) forces at 3 column moment frames. The shear is from the 2nd floor loads and majority of the Axial is from the wind.
Each HSS column has a connection at both sides. I do not want to use a through plate.
I have a double angle that is bolted to a beam and welded to an HSS wall. When we ignore eccentricities it works perfectly, but when we include eccentricities it fails dramatically. I just cannot get them to work. The welds are the failure mode. I cannot bolt to the HSS wall due to cost reasons. When I switch to a shear tab with both a shear and axial load(some high) including eccentricities. It works fine. But in the back of my mind I am thinking, this tiny 3/8 or ½ thick by 3.5” and either 6”,9”,12” or 20” or whatever long. How is it resisting all that force Without the plate buckling?
All my beams/girders are braced at the top with the floor which acts as a diaphragms.
Does this make sense to you guys?
Do you guys include eccentricities?
Cause now I have a situation with HSS columns with shear tabs on both sides that have axial loads. Risa connection only checks per connection for HSS members. Does not include the forces at the other side.
So I have connections with shear and axial(+/-) forces at 3 column moment frames. The shear is from the 2nd floor loads and majority of the Axial is from the wind.
Each HSS column has a connection at both sides. I do not want to use a through plate.
I have a double angle that is bolted to a beam and welded to an HSS wall. When we ignore eccentricities it works perfectly, but when we include eccentricities it fails dramatically. I just cannot get them to work. The welds are the failure mode. I cannot bolt to the HSS wall due to cost reasons. When I switch to a shear tab with both a shear and axial load(some high) including eccentricities. It works fine. But in the back of my mind I am thinking, this tiny 3/8 or ½ thick by 3.5” and either 6”,9”,12” or 20” or whatever long. How is it resisting all that force Without the plate buckling?
All my beams/girders are braced at the top with the floor which acts as a diaphragms.
Does this make sense to you guys?
Do you guys include eccentricities?
Cause now I have a situation with HSS columns with shear tabs on both sides that have axial loads. Risa connection only checks per connection for HSS members. Does not include the forces at the other side.
