Late to the party on this thread, but has anyone dealt with ASCE 32 and it's coordination with the energy code (IECC 2018)? Energy code tells me we have to go down 24" with perimeter insulation for an unheated slab (Zone 5). Can that insulation go to horizontal at some point so we only have to...
Pavement calculator said 8.5 inches of unreinforced concrete, but it's on fill. Even with good inspection, I'm leery of using unreinforced concrete, even with closely spaced joints. Thanks for the reply.
We're designing a floor slab for an airport hanger where the concrete slab on grade has radiant floor heat in the slab. The pipes for the heat are supposed to be in the top 5" of the slab. The design software for concrete pavement tells us that it needs to be 8.5" thick, so we went with a 10"...
I have a couple of questions here:
1. I know in the days of cheap fabrication, castellation was used to save on material cost. With the cost of fabrication these days, might this just be holes cut in a beam instead of castellation? I can't see the picture well enough to see if the web is...
For smaller buildings on shallow spread footings with decent bearing capacity, I just design the piers and footings for overturning due to the kickout forces. The only time I used hairpins was a very large building with very think and highly reinforced concrete slabs with a long distance...
Looking at ASCE 7-16, Chapter 28 part 2 (MWFRS) and it does not mention wall loads on parapets that I can see. From Part 1, it looks like you could use 1.5 times the wall load on the windward parapet and 1.0 times the wall load on the leeward parapet. That's 2.5 times the wall load if you add...
If there are multiple types of roofs for a building, how would you go about determining the a and 2a Zone Widths for smaller areas of roof?
Say there's a 200' x 300' building with a flat roof with mean roof height of 100' but there's a smaller upper gable roof 20' higher that is 50' x 50' in...
I have a project with auger cast piles, some gravity only, some part of shear walls, and some supporting moment frames (Seismic Design Category B – not sure yet whether Ordinary, Intermediate, or Special – I have a call into the precast engineer to find out). ACI 318-14 section 18.13.4.3...
Just one man's opinion: For the slight increase in design load, I'd use the Is = 1.0. If anything would happen, I wouldn't want to try to defend a few dollars for the cost of replacement or, God forbid, a person's life.
We design primarily in a 30 psf ground snow area. We use 30 psf...
It may not end up making any difference in the design, but I am designing supports for two canopies hanging off the side of a low rise building (4' wide x 16' long and 8' wide x 12' long). I'll design the canopies for the uplift on an overhang, and I know the uplift on an overhang is due to...
Mellis2,
I believe yours are probably Truscon Clerespan joists. They look exactly the same as the ones I encountered except for the size and panel point spacing. The load tables for Clerespan joists are in the latter pages of the link that stevenspm provided above, but I also understand that...
