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What reinforcement grade are you using? 2M16 in S500 steel should be fine to ensure minimum reinforcement and that the ULS resistance moment is over the cracking moment. My back of the envelope calculations (EN1992): - As,min = 0.26 fctm.b.d/fyk = 0.26 x 2900 x 0.20 x 1.15 / 500 = 3.5 cm2 (2M16...

Regarding the FEM analysis and design of irregular flat slabs, try to get a copy of the Concrete Society's guide "TR64 - Guide to the design & construction of reinforced concrete flat slabs" - Link. A 350mm thick transfer slab supporting 5 storeys? I can't see that happening. Depends of course...

In my area, the final detailing (rebar tables, numbering, shop drawings) is usually left to the contractor, so I usually do everything manually in Bricscad. However, I'm tring to gain some leverage over the competition by delivering shop drawings when working with some contractors, so I bought...

The conclusion is that the analysis method should be applicable to your structural system.

If you have already used RSA, there's no need to design using the simplified lateral force method, right?

Forget the code. What analysis method is adequate to your structure, taking into account its regularity and the analysis methods limitations?

No. If the structural is irregular, a RSA should be used. Not related to code but to the structural behaviour and analysis method limitations.

Check section 5.3 - Design to EN1992-1-1.

We need a sketch with the spans and the position of beams. From what you wrote, I assume you have 2 way solid slabs fully supported on beams on all directions, with short spans of 5m and long spans of 10m. If that's the case, the short span governs and 20cm thick seems ok.

Insertion points?

Unless you have a true pinned connection at the supports, for the vibration analysis I would consider moment restraints as well. The deflection amplitude isn't enough to consider a fully pinned restraint.

There's a lot of publications in the European Commission JRC's website: Link

rho in kg/m3 vb in m/s qb in Pa That leads to: - force [kg.m.s-2] = [N] - pressure [kg.m.s-2.m-2] = [kg.m-1.s-2] = [Pa] - qb [kg.m-3.m2.s-2] = [kg.m-1.s-2] = [Pa]

You need to perform a non-linear time-history analysis. I would forget modal analysis as it is inherently linear and it can't capture the cable behaviour appropriately. CSI's wiki page has the description of a Newton craddle problem analysed with SAP2000 that may be a nice reference for your...

All the information you'll need regarding the Eurocodes (besides the standards themselves) can be found at the following link: Joint Research Centre

The following are nice references to get into the nuts and bolts of the subgrade reaction method for embedded walls: - Computational geomechanics (Verruijt) - Chapter 5 - Sheet pile walls - Foundation analysis and design (Bowles) - Chapter 13 - Sheet pile walls - Programming the Finite Element...

Update: I found a way to create multiple modal analyses cases from differente mass sources. The trick is to create a dummy nonlinear case for each additional mass source, with no load applied and with the appropriate mass source selected. This forces SAP2000 to create a new mass matrix for this...

1 - Never done it myself, but I suggest the following standards and guides: - EN 1991–1–7, Eurocode 1: Actions on structures – Part 1–7: General actions – accidental actions Look for "key elements", points 3.3(2)a) and section A.8. - "How to design concrete buildings to satisfy disproportionate...

Thanks Trenno! I didn't know that SCI already had this online.

Next to the bottom of the page there's a button "Télécharger". It means "Download". I think that you need to create an account first.