Seismosoft | Earthquake Engineering Solutions

If I try to solve a nonlinear problem with a target displacement of 10 inches, I will expect different results if I try to solve the problem two ways: once with a step size of 2 inches (5 steps, 20% of the target) and a second time with a step size of 0.02 inches (500 steps, 0.2% of the target). The ...

SeismoSpect can process ground motion records to produce corrected and filtered records, if needed. SeismoSpect does not generate new accelerograms other than providing the capability to scale records.

Spectral displacement, PSV, PSA, significant duration, bracketed duration, Arias intensity, CAV ...

SeismoSpect can process ground motion records to produce corrected and filtered records, if needed. SeismoSpect does not generate new accelerograms other than providing the capability to scale records.

Spectral displacement, PSV, PSA, significant duration, bracketed duration, Arias intensity, CAV ...

First of all, the 50000N lateral load is not large enough to overcome the weight of the structure at the left column. That is why it never goes into tension. If you increase the load, eventually it would.

Secondly, the structure is quite weak and is experiencing significant nonlinearity at about ...

Can you send along details of the model, sasanshah? Or your model file? It will be difficult to answer the question without such details.

Uncracked stiffness should be fine it seems to me. During the pushover analysis, the reduction in stiffness as fibers reach limiting values would account for cracking in concrete, yielding of reinforcement, fracture of steel, etc.

It would be an interesting exercise to run t both ways - once with ...

I will direct you to the excellent online resource at the link below, from which the ensuing quotation is taken:

https://help.seismosoft.com/seismostruct/2025/en/element_classes/infrmfbph.htm

"In this element's dialog box it is also possible to define an element-specific damping, as opposed to the ...

I wonder if a rectangular reinforced concrete cross-section, with bars in the outer rows equal in area to the plate area, would do the trick? A very small cover thickness could be specified and the bar properties corresponding to the plate properties (Fy) specified.

Just an initial thought.

If I recall correctly, the DOF 1 is axial force in the link element. DOF 2 and DOF 3 are the translational degrees of freedom in the link. Which type of link element are you using? plst maybe? In addition to making certain your link element setup is correct and plotting the appropriate DOF ...

The ratio of expected yield strength to specified yield strength varies from 1.1 up to as high as 1.6 in AISC 341 (Table A3.1), depending on the material specification for structural steel. For A615 and A706 reinforcing steel, AASHTO uses 1.13. I suspect that 1.15 is simply an approximate default ...