Transition between column and shear wall
Transition between column and shear wall
(OP)
In my area a shear wall is defined as a vertical element with planar aspect ratio of 7 and above, ie depth to thickness ratio of 7 with depth here in analogy to depth of a cantilever beam.
Why 7 and what is the +/- margin?. What will happen if I design a column with aspect ratio 6.67 as a shear wall?
respects
IJr
Why 7 and what is the +/- margin?. What will happen if I design a column with aspect ratio 6.67 as a shear wall?
respects
IJr






RE: Transition between column and shear wall
Perhaps the compressive side of the wall (at the wall end) will possibly create a potential for lateral buckling, and thus, there is a limit as to how thin you can go.
RE: Transition between column and shear wall
RE: Transition between column and shear wall
Carl Bauer
www.bauerconsultbotswana.com
RE: Transition between column and shear wall
On the other hand, the same first entry refers to cantilever action, as does Carl in the previous one, like if saying if it has such overall in the plane of bending height to depth ratio should be as stiff as to ensure that the way of functioning is that of something fixed at the base, cantilever action, then not exactly mostly shear action, but taken as the common ordinary behaviour of shearwalls, where "cantilever" action of the stiff shearwall far exceeds any frame action of the accompanying columns and beams, in spite of its behaviour be not only mainly through shear deformation, but also and even more in bending.
Last time I heard of this thing in print here was reading something on structures against wind of the sixties or so, and referred to the in section proportion. It is only natural that shearwalls, that must rule the lateral displacement behaviour neeed be stiff, and those such rule of thumb specifying were not thinking in gross columns. Then we have been having cores and many other kinds of structural systems (tube in tube etc)
So you model your thing in whatever way it is suitable to your structure, and ensure whatever compliance required by the code is met; I wouldn't give further thought to this.
RE: Transition between column and shear wall
purposes (specially when you mean shear wall to be designed
as flexure member) is a good one and leads to many interpretations.
But for design purposes it's very clear in ACI 14.4.
It has to be designed as "column" for vertical reinforcement
and later designed for shear in compresion members.
That's why some books use "PCA Column" program to design shear walls.