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@Trenno / @HTURKAK, Thank you for your great replies! @Trenno, This is an office building. The majority of connections are considered as moment connections except for the secondary beams. For secondary beams, usually we just consider them as rigid connections only when considering floor...

Great resource, thank you for sharing! ------------- Ilyas

Hi all, I was recently part of a ~65 m tall steel building design where (owing to the unusual geometry) the fundamental period of the building is about 3.5 seconds. Lateral resistance is provided by a combination of moment frames and bracing. American code: f= 10/#storeys = 10/16 = 0.625 Hz =...

The column is in compression (gravity loads only for the most part). Yes, the decorative concrete is to be cast together with the column. ------------- Ilyas

Hi all, I have a project where the architects want to add some decorative features to a concrete column. The nominal cover is 40 mm. The architects wish to add an additional 60 mm for this "decorative concrete". My senior engineer said up to 40 mm additional concrete is generally okay (w.r.t...

Thanks guys! It has been a bit of a messy week for me, but I think I will give the stuff a go this Friday/weekend. ------------- Ilyas

Thanks Agent666. My piers are not orthogonal to the X- and Y directions because the building shape is curved in plan, kinda like the example below: I understand that the exported pier forces will be the in-plane for each individual wall. So that means i need to resolve those back into X- and...

Hi Trenno, sorry for the late response. I didn't check the site over the weekend. I am using Eurocode for this project. And the site is in a seismic zone. Wind loads aren't a major concern. Thank you for the great suggested steps! I will try this hopefully today or tomorrow! Will let you know...

Hi all! I am undertaking an analysis on a large building with shear cores and moment frames. I need to understand how much %Shear the walls are carrying compared to the frames, is this possible? There is a way to show pier forces in ETABS (Display Tables➜Results➜Wall Results➜Pier Forces)...

I am far from an expert in ETABS but I thought that maybe crack width checks have to be done within ETABS' sister program SAFE? I think the idea is that you can export your ETABS model to be imported into SAFE... define your slab reinforcement and then check your crack widths. ------------- Ilyas

Not sure if you found the answer to this or not. It's a bit of a weird quirk of wind loading in the ASCE (which is the basis of the IBC). Actually, there is some explanation given in the ASCE 7-10 commentary (C27.6.1). Unlike the windward external pressure coefficient, the leeward pressure...

Thanks lot guys! This information is like gold!! Before I got a chance to do anymore digging this morning, one of the seniors (Japanese structural engineer) in the department decided to weigh in. He provided the following graph, showing optimal rebar grade versus concrete strength based also on...

Thanks. By moderate seismic, I mean the 475-year PGA (before applying a importance factor of 1.25) is 1.0605 m/s2 (i.e. 0.108g ?) The seismic loads are high enough that they govern the design of the sections, albeit barely in most cases. The seismic base shear is equivalent to ~12% of the...

Thanks Steve. The trouble is, I don't think the clients suggestion is too awful. But I haven't got so much experience so I sorta trust the senior engineers. I think the concerns about serviceability are mostly on crack control, and they don't seem TOO fussed about it. I'm wondering if this is...

Hi all! I am relatively new to structural engineering design and am working on a project in a moderate seismic zone. To cut to the chase: My senior engineers want to use 400 MPa yield strength for rebar in the main structural elements. The concrete compressive strength is 40 MPa (cube...

I will try to answer (with my limited experience)... Best practice is to use gridlines to accurately input the column positions. This accuracy will also help later if you want to do a architectural overlay for cross-checking. It is also good for setting up gridline elevations later which you...

Everyday it seems like I am hearing new words for these... today I heard a local consultant using "sub beams" instead of secondary beams. Anyway, thanks a lot for your input guys! ------------- Ilyas

For your most recent question: It somewhat depends what you're trying to apply it for. If its a building, you might want to generate floor-by-floor diaphragm loads. If it's a roof/canopy, then you might want to consider area pressures. The usefulness of any example then depends on what type of...

Have any errors/warnings been output from the analysis? What loads have been defined for the Ritz Vector modal analysis case? ------------- Ilyas

Hi all! I recently started a job at a structural engineering practice outside of Europe where English is not the first language. Being from the UK, I am familiar with the terms "Primary Beams" and "Secondary Beams". However, in my new firm, the engineers like to use the terms "Girder" and...