ABSTRACT
I-girders with thin webs under shear. He introduced a flange flexibility parameter to establish a relationship between flange flexural stiffness and the deviation of the web tension field from the uniform case. As steel plate shear walls and thin-web plate girders perform similarly in many respects, standard S16 of the Canadian Standards Association (CSA 2001) and the AISC Specification (AISC 2005) have both adopted this concept. The generalized form of the parameter used in these design standards, which is called the column flexibility parameter, ωh, is expressed as follows (symbols modified from those used by Wagner for consistency with the context of steel plate shear walls):
h I
I
w
4L = +
⎛ ⎝⎜
⎞ ⎠⎟sin
(1)
where h = story height, α = angle of inclination of tension field from vertical, IL and IR = moments of inertia of the left and right columns, respectively, w = infill plate thickness, and L = wall width (Fig. 1).
