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Appreciate everybody’s thoughts on the matter! Thanks

I have a project where there is a lot of temporary shoring and bracing in the form of W8 sections (these have been designed by another engineer). I've been specifying some new steel beams recently and the contractor asked if they could somehow re-use the shoring steel once it was taken out. I'd...

We usually ask for statements from the admixture supplier saying that the admixtures are suitable for the mix and also have tests of the mixes done (they've usually got these from previous projects or they are standard mixes).

If the speed limit for that street is 60km/h then I don't think that those barriers are usually designed for a car travelling at the same speed. My understanding is that they usually take into account some braking by the driver, or they also look at an impact travelling at some diagonal into the...

I get a bit confused by joining these responses together. I want to use the entire beam length to minimise the T/C forces, which is in line with jayrod and KootK said. But I also thought about the load path retired13 mentioned. And it seems to me that I would need to follow that load path before...

Hi everyone, I'm dealing with an interesting design problem that I'm trying to resolve. We have an existing building with flat arch terracotta slabs on steel beams at 4'-0" OC. At the top floor, the architect wants to put up a new cornice over the top of the existing brick walls. We'll use...

Thanks for your replies. KootK: 1) The project is in NYC, and the (2) facade engineers have typically seen seismic movements at H/267- we asked for clarification on their number and it seems they dig some digging but weren't able to come up with too much- it's just something they've used for...

It was the architect who was looking for the drifts in the first place, along with the facade engineer and manufacturer. They have some criteria of their own that they apparently typically use, but aren't sure where those numbers have come from. Those numbers are more stricter and wouldn't...

Hi guys, We're doing a 12 story commercial building with a Seismic Design Category of B, and have recently been questioned on the building movements under seismic loads so that they can test the window wall system they are using (glass and terracotta). We gave them the anticipated building...

My confusion was that when I applied the cumulative shear force at the top of my lowest wall the hold down force at the end of the wall was obviously less than the cumulative hold down force for the entire 3 story shear wall. Hence me assuming I needed a dummy force to replicate the hold down...

Hi everyone, We are designing a 3 story wood portion that sits on one story of concrete; the lateral system is concrete shear walls for the concrete and light frame wood shear walls for the wood portion. Due to the building geometry I need to use the exterior walls as part of the lateral system...

Hi guys, I'm doing some preliminary design for a (as yet, hypothetical) structure in NYC. We're trying to play with some raking concrete columns/struts on the building's facade that, with 4 large columns on the building's 4 corners (think truss top/bottom chords) will resist part of the lateral...

Hi guys, We talk about MRSA being beneficial when there are irregularities or the first mode isn't 'dominant', but is there a rough guide for that figure (dominant/not dominant)? I've recently been modelling an 18 storey shear wall building. It's only SDC B and is very regular, but etabs was...