I have a PT slab flat plate building, and one area will need to be upgraded as storage room. I am going to add steel framing at the bay to support the added load. Is it possible I can only support the live load and consider the PT slab itself still support the slab dead load?
Which option is better:
option 1: put steel base plate on top of concrete column, then add Teflon pad on top of base plate for steel beam to sit on. so beam can slide on teflon pad.
option 2: add steel anchors on steel base plate, slot beam bottom flange, so the beam can slide on top of base...
Wondering whether we should place an expansion joint between main building and elevator tower due to seismic load. Please see attached plan, 4-story building. Even this building may not need since we have shear walls in the building, deflection is small. But for moment framed building, or for PT...
Do exposed fireproofed steel beam need painting?
ground floor is parking garage and floors above are stores. it also has ceiling coverage on garage. We called for 2 layers of painting, but it would not be sticky for fireproof material.
Thanks
I always have a question for the slab on grade concrete pad design. It's not minor non important concrete pad that can ignore the frost depth by code.
Should I have a 2' thicken edge all around for the pad, or should I have 3'-6" deep edges all around so it's below frost depth.
I have seen 8"...
Instead of adding a steel column at one end, I want the beam to bear 4 feet long on a 8 inch masonry bearing wall. the bearing plate will be 7"x48"x5/8" with anchor studs embedded into the wall, 1/2" grout below plate, w18x46 weld on top of bearing plate. the load at this end is 22 kips, I want...
I always design column footings with column loads only, until now I realize the 12"wall is heavy too, it will affect quite a bit on my footing since it usually offset from center of footings.
anybody has the same problems?
I know in seismic we always calculate lateral base shear, which is actually horizontal seismic load.
code also require the vertical seismic load at the same time, which is 0.3*Sds*DL, which is much bigger load for both uplift and downward. But we never consider in our design before, am I missing...
Hi just want to know a formula/table for the beams to take lateral moment.
The beam will take moments at strong axis, and also will take lateral moment, which comes from offset load from the beam.
Thanks
