BHHH
Structural
- Feb 14, 2019
- 11
Hi all,
I have looked at a few previous threads treating this issue but I haven't found the answers to be complete.
(Thread 267114, Thread 339047)
I model my 2-way slabs using SPSlab, and have always pinned my edge columns (i.e. 0% stiffness). It was how I was tought to model the slabs and the same theory was applied at the various firms I've worked for. I know the direct design method recommends 0.26Mo as a negative moment at exterior columns and that this value should not be redistributed (CSA A23.3), however haven't put more thought into it than that (does 0.26Mo even = 26% stiffness?).
I recently used SAFE to model a 2-way slab, and was discussing with a few colleagues about pinning the exterior columns. We didn't all agree and I couldn't find any hard answers to back up my claim.
In all my cases shear walls are used to brace the building.
Can anyone point me in a direction to see who's right?
I have looked at a few previous threads treating this issue but I haven't found the answers to be complete.
(Thread 267114, Thread 339047)
I model my 2-way slabs using SPSlab, and have always pinned my edge columns (i.e. 0% stiffness). It was how I was tought to model the slabs and the same theory was applied at the various firms I've worked for. I know the direct design method recommends 0.26Mo as a negative moment at exterior columns and that this value should not be redistributed (CSA A23.3), however haven't put more thought into it than that (does 0.26Mo even = 26% stiffness?).
I recently used SAFE to model a 2-way slab, and was discussing with a few colleagues about pinning the exterior columns. We didn't all agree and I couldn't find any hard answers to back up my claim.
In all my cases shear walls are used to brace the building.
Can anyone point me in a direction to see who's right?
