Seismosoft | Earthquake Engineering Solutions

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 ...

Which element type are you using and are you subdividing the beam and column elements? I am going to try and reproduce the issue.

I am running SeismoStruct 2021, Release 2, Build 20. When I create a Material Class and specify the built-in S235, the software uses a default yield stress of 270.25 MPa, not 235 MPa. Presumably this is the mean expected yield stress as opposed to the lower bound yield stress. I can certainly change...

Just to be certain, it seems the ratio of moments is about 1.16. This is probably close to the ratio of Z/S. Before we begin investigating other possibilities, could you verify that you hand calculated moment of 260 is indeed Mp and not My? After you verify that, other possibilities can be explored.