Seismosoft | Earthquake Engineering Solutions

Thanks a lot Huffte.[:)]

<r>Dear Seismosoft/Huffte,<br/>
<br/>
attached is a simple model 1 bay,1 floor CBF that i produced (for simplicity), showing the same problem as above , if you want to check the smaller model , feel free as it is easier to manipulate .<br/>
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<r>Dear Seismosoft/ Huffte<br/>
I contacted you before for some issues in the modeling of my concentrically braced steel frame and you responded to me. Actually I finished modeling that CBF using as braces INFRM FB element having link element on its sided to mimic the behavior of real brace , I didn ...

<t>Dear huffte,<br/>
thanks for your reply, actually i want to check with you 2 points : <br/>
<br/>
1- in the material page , i have remarked the presence of a table of time and strain, is it possible to generate a material which has the yield strength in tension different from that in compression ...

<t>Dear Support Team,<br/>
<br/>
I'm facing one problem in my research, i'm studying the performance of concentrically steel braced frames under seismic loading,the problem is the following : I need to model the S truss element with bilinear material model that behaves in compression( after buckling ...

Dear Huffte,

thanks a lot , it's working . i will go through results and comeback to you in case of any problem that i may not be able to solve. again thanks a lot fo ur continuous help.
regards,

Hani

<r>Dear Huffte,<br/>
<br/>
first i want really to thank you for the precious support and effort that you are providing to me. i made a small model with the link elements as per your instructions (i made a 1 bay, 1 storey model for the seek of trial, before generalising to greater model). i m having ...

<t>Dear Huffte,<br/>
thanks a lot for the help that you are proposing, 2 issues i want to clarify to you:<br/>
1- i didnt use the inelastic truss element because my final thesis CBF will be around 15 stories and five bays, can you imagine if i dont use the viual interface(prformance levels+ colors ...

<t>Dear Huffte,<br/>
<br/>
i'm using the FEMA 356 and the acceptance criteria is as you said the axial deformation, but the fact that i didn't used the inelastic truss element is that you can't set performance criteria for it as for the frame element(giving for each strain a color to notify when the ...

<t>Dear Huffte,<br/>
<br/>
actually my thesis is on monitoring the performance of steel braces, this means the formation of plastic hinges (performance criteria as per FEMA 356), i don't think that this is possible with the inelastic truss element as you can't assign to it the performance levels(as ...