Seismosoft | Earthquake Engineering Solutions

Yes, that is correct. By directional spectra I mean the orientation-dependent rotated component spectra (RotDxx).

SeismoSignal3D will produce directional spectra, as you have noted. SeismoSignal3D does not have the capability of producing either (a) response history analyses for SDOF systems found in SeismoSignal or (b) inelastic spectra found in SeismoSignal. I have found both programs to be extremely useful a...

As long as the defined target response spectrum is a vertical component response spectrum, there is no reason that SeismoArtif wouldn't work very well. So the key will be coming up with the appropriate vertical target spectrum. In the past, vertical spectra were taken to be 2/3 of the horizontal geo...

Simply define separate material properties for each in the "Materials" tab and choose the appropriate "Reinforced Concrete" section in the "Sections" tab. Each of the reinforced concrete sections permits the use of different materials for the stirrups (transverse reinfo...

I will suggest the section of the SeismoStruct Help System quoted below as a starting point. I hope this helps. "Geometric Nonlinearity Large displacements/rotations and large independent deformations relative to the frame element's chord (also known as P-Delta effects) are taken into account i...

Good question. I wonder if you might be able to estimate the tension load required to result in pullout of the bar with inadequate development? You could convert this to a pullout stress and strain, specify a bar with a fracture strain equal to the pullout strain, and specify drop load in the perfor...

It appears that SeismoArtif is only using the first Envelope Shape definition in the Accelerogram Generation tab during the Artificial Accelerogram Generation method. I define several envelope shapes and tried to generate two accelerograms for each shape. The first envelope shape produces great reco...

In my experience, this is not unusual. It is likely that the first drop in load constitutes the failure point, even though collapse is not yet imminent at that point. It could be that one plastic hinge has formed and load is redistributed through the structure. Of course, you will have to determine ...

I believe that with the infrmDBPH element, inelastic end behavior is determined solely from the cross section properties. For the elastic frame element with hinges. explicit definition of the rotational springs is required and is completely independent of the cross section properties of the member.

Have you estimated the displacement demand on the structure due to the selected earthquake record? It could be that the loading history is too severe for the model to withstand. Can you try applying a factor less than 1.0 to the specified acceleration history to lessen the load and see if the model ...