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I practice in Norway (buildings), and use a mix of hand calculations, excel, smath, "simple" software, python and FEA, depending on the task. And having worked for one of the largest companies it varies from team to team even within the companies how engineers solve their tasks. For your simple...

For regular buildings IFC should be sufficient for both manufacturing and placing of rebar. We model all the rebar in 3D in Revit, then we detail them in 2D and produce rebar schedules based on the 3D model, so all the info is in the model. As mentioned earlier there are bridges and state run...

Norway, it's worth mentioning we also have a pretty extensive national annex to Eurokode 0 covering quality control requirements for both design and construction for different complexities. We don't have any design and build firms, no contractors have in-house design departments, except maybe...

In our case it's simply not our job or responsibility to verify that they follow our drawings, the contractors are responsible for their delivery, and are subjected to mandatory 3rd party inspections for load bearing structures. It's not perfect, as the inspection mainly focuses on quality...

Interesting discussion for how rebar is handled in different parts of the world. Seems we're in our own category as we actually produce the shop drawings and rebar schedules as part of our design. Which is starting to feel more and more meaningless as we model it all in 3D anyway. We also don't...

Fair point JAE, even detailing a couple of simple wood shear walls could blows our budget, a tall roof beam would in principle be more of the same.

Don't do much wooden structures, but could you, in theory, utilize the roof as a semirigid slab to transfer this horizontal force to the gable walls and limit the deflection?

For a PEMB in my region you often get net uplift on foundations (single columns) for stability combinations, add the vertical component of a braced frame and you'll need ridiculously large single footings to resist uplift and gliding. By combining both columns in a frame you're "removing" the...

Most of our work needs to be verified by a colleague pr. local regulations, so our criteria is that it must be enough documentation for a colleague to review it. I usually produce a simple report with importation inputs (loads, geometry, supports etc), key results for verifying the model and...

The service loads increase for the current roof, I have to look through former building codes for other floors and compare it to new loads - but I don't expect an increase. The exterior walls are showing signs in limited areas of corrosion from what I've seen so far. My main concern is...

I believe manpower were cheaper than materials at time of construction, so it might be constructed permanent void forms. Due to logistics concrete is still 150% at this location today, compared to central areas - can't imagine it was any better in 1950. Regardless of construction method, I...

Thanks bones, that first image from 1912 looks very similar.

It's a weird one, might be inaccurate on the architectural plans. Didn't take any photos, but I'm pretty sure there wasn't any visible gaps between panels. Could've be a done in 2 operations, but even then you'd have to leave plates under the top part.

Good point about the cut direction, there is one span showing more "ribs". But if it's a precast hollowcore slab it's not like something I've seen before, and it's from the beginning of the 1950s. I've seen similar slabs from the same era, but without the bottom flange.

We've been asked to design an additional floor on a concrete building from the 1950s, I've never seen the slabs shown on the Architectural drawings, and I'm a bit hesitant taking this one on. They're marked "H-Slabs 28 cm". As anyone ever seen or worked on similar slabs? All floors have the...

Reminded me of another fascinating one https://youtu.be/JtdNBMTxp8g?si=aaB5rybouZOtNOO7

In my area (EC with national annex) favorable variable loads are not included in stabilty calculations, we even reduce DL by a factor of 0.9, while increased the dominant variable load by 1.5. So unless you have a special case where the other load produce both horizontal and vertical reactions...

@milkshakelake I believe it's from, or derived from, Janbu, N. 1954. Stability analysis of slopes with dimensionless parameters. Harvard Soil Mechanics Series,46, 811 , or works by the same author.

In my part of the world we limit "friction", or roughness as it's called in the literature, Simplified it's r.b = Vd / (Nd * factor<1), where the geotech gives the formula. The upper allowable limit is 0.9, and the higher the value, the less bearing capacity you'll get. For a lightweight...

Portal frame is a steel frame with rigid joints. It supports itself for lateral loads. I don't have any references, but I've always been told not to use passive pressure for foundation stability, as it requires the structure to move to mobilize it For certain structures and loads (ie...