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...
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...
So I live near a railroad bridge. The other day I noticed how one of steel girder's stiffeners were bent at the tops and I was wondering if someone could reassure me why that is not a big deal...
kind of like that
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Anyone know a good way to design Shear + Moment connection with directly welded flanges with flanges failing in tension at Full Pen welds?
Not sure how to distribute the rest of the moment in the beam web - and not too excited about doing it at all.. Constraints: No flange plates, no extra...
Question from my partner, resulting from questioning the importance of considering the direction of lateral moments along with gravity moments versus the load combination (i.e. the total moment).
Consider you have gravity moments and lateral moments for beams on two opposite sides of a column...
Looking through the "Yield Line Analysis of Bolted Hanging Connections" by Thomas S. Dranger, I found that the flange web is subject to 5 "mechanisms" of bending. The main difference is that in some of the cases a portion of the flange is considered to be "clamped".
If I was to consider a beam...
Hi to all,
I have stumbled upon an article on AISC by Richard H. Kapp (Engineering Journal 2nd Quarter 1974). My question is related to the applications of the yield line analysis for local bending in column webs. In what situations does one consider the column flanges to be fixed/pinned? In...
