Seismosoft | Earthquake Engineering Solutions

Hi @seismosoft,

First of all, thank you very much for your reply. I solved the problem by myself. I originally wanted to calculate the participation function which is defined by:

phi_i x r_1

I used the participation factor given from SeismoStruct and multiplied it with the deformed shape value ...

Hi dear all,
I have a question about using the modal participation factors and mode shape values. As I want to use the method of SRSS to combine the response spectra for the first two Mode shapes the formula gives me:

=SQRT(SUM(r_i*phi_i*S_d,a,i)^2)

- From an Eigenvalue Analysis I got for my 2 ...

Maybe I chose a wrong way to modify my time histories to a target spectra:

My idea was to use some original time histories which after using SeismoMatch fit for my target spectrum (EC8, i.e. with PGA=1,6 and max. Sa(T)=4,0). Therefore I use a few original time histories with different PGA and Sa(T ...

Thank you very much for your quick response @huffte!

The aim of my study is to check the ductility demand of the RC structure for a few time histories. Maybe then I should use the yield value of the real curve?
Furthermore I wanted to ask you if there is any possibility to obtain the participation ...

Hi dear all!

As I am working with SeismoMatch to modify my original time histories I have the fallowing issue:

The original time history gives me good results in obtaining my maximum spectra. For my case I have a period of the frame which corresponds to T=0,45s.
As soon as I modify the original ...

Hi dear all,
I just wanted to ask if anyone could give me some advice in order to increase the ductility demand in my RC-structure using the SeismoStruct software:

It´s a 3-storey frame with 3-bays in the x-direction.
Column sections are modelled 30x30cm with C30/37 (con_ma) and reinf. is modelled ...

Hi @huffte,
First of all thank you for your quick reply.

(1) 3 storey frame with nonlinear behaviour and lumped masses (=1 for Mx, My and Mz) on the edges on every floor
(example of Tutorial Nr. 4 of the SeismoStruct 2021 -PDF)
and Im not sure if the accelerogram has a peak at T=0,45s?
Anyway ...

Hi Dear all,

I am performing a dynamic Time-history analysis with SeismoStruct. Before I define the applied loads as an acceleration on the different (ground) nodes on the structure, I am using SeismoMatch to modify the original time history curve (match it to target spectrum, EC8). Everything ...