Accounting of eccentricity on pinned support?
Accounting of eccentricity on pinned support?
(OP)
I'm wondering how to correctly take into account the eccentricity in steel-beam and wood-column joint, which is modeled as pinned support. I'm sure that some eccentricity is present since the steel beam is "heavily" rotated at the ends. So, my question is basically: how to account beam rotation on supporting force eccentricity. How to obtain it?
Thanx for any reply






RE: Accounting of eccentricity on pinned support?
Hi.
ing. FERRARI Alberto - www.ferrarialberto.it
RE: Accounting of eccentricity on pinned support?
RE: Accounting of eccentricity on pinned support?
RE: Accounting of eccentricity on pinned support?
But as dhengr says, the framer could have cut the column out of square, so the safest assumption would be to assume an eccentricity of c/2 - b/2 where c is the column dimension and b is the width of bearing required to sustain the load.
Or, if you want to save a little time, assume the reaction occurs at the face of the column, giving an eccentricity of c/2. That would be conservative and good design practice in my humble opinion. You should never design wood columns too tight as the material properties are not very well known.
BA