Thanks everyone for the tips. I appreciate the feedback.
The building is a bit over 100 years old, so there is very little info to go on. Our concrete coring and strength tests yielded reasonable values, so those are useful. I think we're safe assuming fy = 33 ksi for our structural...
Is there anything in IBC that explicitly links the Chapter 3 occupancy classifications to the Chapter 16 live loads?
I'm working on an old concrete building (2-way flat slab with drop panels) that has no existing drawings. It's currently office space and will be renovated, but will remain an...
If I'm following you, I think we're saying the same thing. The perpendicular shear walls push a shear force through the diaphragm (perpendicular to the lateral load), which I referred to as a collector force. But this would in theory not need to extend the full diaphragm width, as the diaphragm...
Straightforward question: if you have a diaphragm braced on 3 sides, is there a chord force generated when the load is parallel to the single brace? It seems to me that, no, there is not, but rather 2 perpendicular shears that restore the torsional moment (possibly generating collector forces...
Thanks for the replies, everyone.
Seth, that paper is very interesting. I wish we had a license of RAM Concept. If we see more buildings like this we may have to get that module added to our subscription. I'm currently running RISA Floor ES, which (if I understand correctly) runs a...
Hello all,
Does anyone know of any technical references regarding the use of slab reinforcing (top and bottom mats) as being effective in compression (due to moment, not axial loads)? I'm trying to determine if I can reduce long-term deflections per ACI 318-11, Section 9.5.2.5, by considering...
