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Thanks Silvia,

Is there any guidelines about stiffness of that zerolength spring?

I am doing 3story steel building. and I have W section columns. are there any reference out there?

Thanks,

I am doing 3D modeling of SMRF building. I want to model base of the column as in between fix and pinned end condition?
Does anyone know how can I model base of the column as partially fixed?

Thanks,

Try undocumented command

eigen -fullGenLapack numEigenvalues?

you should use

eigen -fullGenLapack 6 in your case.

I hope it will work,

Thanks for your reply. I wanted to get same time period as the model with rigid connections by slaving all the DOFs, but I could not. So to get moment releases, I can slave translational dofs and put zerolength spring with elastic material having very low stiffness. Something like this, set kspring ...

Okay.. I want to put moment releases in my 3D model.

All I knew was to create a dummy node where I want to generate moment release and slave it to the original node at that location using equalDOF command.

Can you suggest a better way to make moment releases in my 3D model?

Thanks,

I am doing eigen value analysis of a 3 story building with a 3 D model. I have defined rigid diaphragm with all nodes constrained to master node at each floor level. The building has 6 bays in X and 4 bays in Y direction with 10 moment frames in each direction. I am getting time period of 0.68 secon...

Hello, I am doing pushover analysis of a 3 story 4 bay 2D frame using (a). Uniaxialsection (Section aggregator) and (b) UniaxialFiberSection. When I use Linear Transformation, both the cases works just fine. But when I use P-Delta transformation, I am getting convergence problems. I am using 100 loa...

I am trying to find fundamental time period of a 3 story 4 bay frame model. I am using following cases for modelling of beams and columns, 1. Elasticbeamcolumn elements for beams and columns 2. Nonlinearbeamcolumn element for columns and beams with steel01 material 3. nonlinearbeamcolumn elelment fo...

Okay, So if I want to get same Tn from both the modeling ( i.e. with elastic beamcolumn elements and inelastic beam column elements with fibers), what I should do?

Hello Dr. silvia, I am trying to find natural period of a 3 story steel braced frame building. ( 2d model and just 1 bay). I am considering 2 types of element modeling cases. 1. All beams and columns are elasticbeamcolumn elements and braces are truss elements. with this modeling, I am getting 0.55 ...

Thanks Dr. Silvia,

It works........

Dr. Silvia, Still, I am getting the same error. I am defining my section like following way: set matID 1 set matID_brace 2 set matID3 3 uniaxialMaterial Steel02 $matID $E $Fy $b $R0 $cR1 $cR2 uniaxialMaterial Steel02 $matID_brace $E $Fy_brace $b $R0 $cR1 $cR2 uniaxialMaterial Fatigue $matID3 $matID_...

Dr. Silvia, Thanks for your previos reply. Now, I am assigning section using circular patch for Round HSS braces. The code is like this: section Fiber $secTag { # patch circ $matTag $numSubdivCirc $numSubdivRad $yCenter $zCenter $intRad $extRad <$startAng $endAng> patch circ 3 32 2 0.0 0.0 4.65 5.0 ...

Dr. Silvia, Thanks for your previos reply. Now, I am assigning section using circular patch for Round HSS braces. The code is like this: section Fiber $secTag { # patch circ $matTag $numSubdivCirc $numSubdivRad $yCenter $zCenter $intRad $extRad <$startAng $endAng> patch circ 3 32 2 0.0 0.0 4.65 5.0 ...

Thank you very much