I am designing connections for steel "W" shape pieces to concrete shear wall. Most of the connections are shear only and have no moments or axial forces.
1. The EOR requested that we also take the moment at the steel/concrete interface due to that shear loading. If the geometry is such as...
I agree about the top of the column (top flanges). Is there is no torsion resulting from the bottom flanges framing into the column flanges, and how so if they are welded?
BAretired,
I disagree about the 24", the torsional effect I am try to describe would result from the forces on bottom flanges of the beams framing into the column and would act over the length of the column.
So the top of the column is free (cap plate), the bottom is pinned/fixed, and the...
BAretired,
Thank you for a helpful tip - I thought about boxing the column but I think that its too much work for the shop... and we just got a word from EOR not to worry about torsion. So far I am the only one who is worried about it - and I think mostly because I really want to justify it to...
hokie66,
the column will be fine because there is a very small gravity component to that moment.. so in the end the resulting moment about the weak axis is much smaller than the Moment capacity.
I still need to understand why there is no torsion and I will work on that...
And all really...
I am a beginning structural engineer - and I love connection design - and I have designed many before. I think connection design is more fascinating than structural design as a whole. However the structural drawings rarely provide the insight the design engineer has about the structure. It takes...
ok,
First of all, I have no say in the orientation and arrangement of structural components.
However I think that there is torsion present. Here is my explanation:
1. At the top, a single plate is bolted to the beams' flanges and welded at the column web.
F = (Forcex^2+Forcey^2)^0.5 = 133...
hokie66,
I believe I might have forgot to mention that this condition is at the top of the column.
Axial loads in the column are not our concern. If we create a moment in the column then we need to figure out how to get rid of it - and that is the fundamental problem here...
Not sure if I...
InDepth,
1. Not seismic. Perhaps there are very small seismic forces but not significant enough to make it seismic.
2. Concrete diaphragm on the acute side of where the beams meet the column.
3. no axial drag forces - I resolved the moment into concentrated forces resolved into beam flanges...
Hi to all!
I made a search for this topic and could find very little relevant examples/information.
I have a condition where two beams are framing into column flanges. The beams are skewed and carry both gravity and lateral moments. See attached (with flange plates drawn).
The shear loading...
