Gilbert Fontenard

If you are referring to the warning message saying “Design Code license not activated …” when you try to add a design parameter, this is actually not a licensing issue as the warning seems to indicate. Please refer to the last item ( issue# 531839 ) in…

This issue existed in STAAD.Pro build 20.07.11.33, I think. Please upgrade to a newer STAAD.Pro version (build 20.07.11.82 is the latest one) and the moment diagrams for wind and seismic forces (as for all other) should be reported fine.

The model looks reasonable and it is absolutely fine to use concrete and steel members in a single model. One thing worth mentioning is that you need to mesh the plates if you want to get accurate stresses on the plates.

One can design base plates below the steel columns. Other than that, the RAM Connection interface within STAAD.Pro does not do connection design between steel and concrete.

When you want to draw the cut line for a particular wall, ensure that you only have that wall in your view ( select the wall elements and go to View > View Selected Objects Only ). Change your view to a suitable elevation view so that you see the wall…

The inherent torsion and accidental torsion are only to be considered for rigid diaphragms. For semi rigid or flexible diaphragms, just model the diaphragm using plate mesh with appropriate material and thickness and the analysis would distribute the…

I have not been able to take a detailed look at the models so far but based on a preliminary investigation of the models, here are my findings. The drift values are not exactly same but are pretty close. You should look at results for cases 15 onwards…

The higher moments in beams for structure 1 is due to the fact that the beams are carrying the whole moment from the applied load whereas when a slab is modeled using plates, it is sharing moments and shears too causing the beam to take less. The story…

You can open sfa file. From the main navigator go to Job Setup, select all the load cases and bring it to bottom window and edit the job.

Please refer to the following "Punching Shear Check" result.

The max bar sizes were set to 60 in your model which I changed to 40. I added the self weight to each case. I ran with the exact same mesh that you had and analysis and design went through fine. A modified file is attached for your reference. new mat_modified…

If your walls are supported by the mat, what you can do is, instead of accounting for the load in STAAD.Pro, define these as Line Load on the mat within SFA.

Here are the changes I made 1. I re-meshed the mat as the original mesh seem to have a badly shaped plate element. 2. Changed the max bar size to 40 3. Added the selfweight to each load case to account for the self weight of the mat. 4. Since the design…

The physical beam is meant for this kind of situation. However while running a simple test I ran into an issue with the meshing when the physical beam is used with the mat. So please hold off on using that option. I have requested our development desk…