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ankurjain

Yes, but you will have to make sure the node is connected to one of the structure nodes. ok then I will create a node at that point where I need to calculate the Acceleration and connect it with the near by node by a beam without applying any load on this beam. Finally, I will define a diaphragm in...

ankurjain

Dear Sir, Can I define some extra nodes at floor level in order to find the Floor acceleration at that node point ? Actually I need to find the Floor acceleration at Center of Rigidity. But the point where Centre of Rigidity is not lying at any node. Also, If I define any node at floor level, what s...

ankurjain

Do I need to use ZeroLength Element for this ???

ankurjain

selimgunay wrote: ↑Mon Nov 16, 2020 11:48 pm You don't need cracked moment of inertia for fiber sections as cracking is automatically considered with the tensile stress-strain relation of concrete. If you are using beamwith hinges, you can input cracked moment of inertia for the elastic part in the middle of the beam

Thank you sir.

ankurjain

mhscott wrote: ↑Mon Nov 16, 2020 4:41 am You can use rigid joint offsets in the geomTransf command.

Thank you sir...

Also, How to define Rigid Zone Factor ????

ankurjain

Sir How can I provide End (Length) offsets in Opensees as I can do in SAP2000.?
Also, I need to define Rigid Zone Factor for my Beam and Column. Is It possible to do in Opensees ???

Thanks in advance.

ankurjain

How to change the cracked moment of inertia in case I use Fiber section. I do get the option to change the input MOI if I choose Elastic section.

Kindly help how to implement that in fiber section

ankurjain

You mean the displacements are available until the element is removed and they become zero after the element and the node are removed. If so, that sounds normal. yes sir..ok if it is normal.... One more problem that i am facing is that ... If i do the Time History Analysis on a RC Frame analysis wi...

ankurjain

section fiberSec 1080 -GJ 1.00e+11 { # Fiber 1 uniaxialMaterial Steel01 1081 13221235.46 3447378646.58915 0.02; fiber 0.9712178 0.0 0.000714228 1081; # Fiber 2 uniaxialMaterial Steel01 1082 6300478.876 3447378646.58915 0.02; fiber 0.50632926 0.0 0.002874873 1082; # Fiber 3 uniaxialMaterial Steel01 1...

ankurjain

ankurjain wrote: ↑Thu Oct 22, 2020 8:35 pm Sir How can I prepare shear model for column in Opensees ?????

Sir kindly help me how shall I prepare a shear model for column in opensees?

ankurjain

Sir How can I prepare shear model for column in Opensees ?????

ankurjain

gst77 wrote: ↑Wed Oct 21, 2020 6:19 pm
mhscott wrote: ↑Wed Oct 21, 2020 10:24 am 404 error on the github link. Is the repo private?

I'm sorry, I made the repository public. Please tell me if you are able to download the code.
It's my first time using GitHub.

regards!
yup now its working . thanks

ankurjain

Sir how can we input column nonlinearity like P-M2-M3 interaction for column for non-linear analysis. ??

For beam, we can assign ZeroLength Element with ModiMKPinching type Materials. But what about columns ? We need P-M interaction for that so how shall we input that data ?

ankurjain

You need to define masses with the mass command: https://opensees.berkeley.edu/wiki/index.php/Mass_Command or distributed mass on the elements, example: https://opensees.berkeley.edu/wiki/index.php/Displacement-Based_Beam-Column_Element. If you don't have these mass commands, your structure would n...

ankurjain

You need to define masses with the mass command: https://opensees.berkeley.edu/wiki/index.php/Mass_Command or distributed mass on the elements, example: https://opensees.berkeley.edu/wiki/index.php/Displacement-Based_Beam-Column_Element. If you don't have these mass commands, your structure would n...

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Search found 55 matches

Re: Extra nodes to record Acceleration

Extra nodes to record Acceleration

Re: End (Length) offsets

Re: Cracked moment of inertia

Re: End (Length) offsets

End (Length) offsets

Cracked moment of inertia

Re: Why am I not able to record the displacement of the node that i created to represent masonry infill

Why am I not able to record the displacement of the node that i created to represent masonry infill

Re: How to prepare shear model for column in opensees ?

How to prepare shear model for column in opensees ?

Re: Brick Infill

How to input column nonlinearity like P-M2-M3 interaction

Re: How to get Eigen Values with fully loaded frame???

Re: How to get Eigen Values with fully loaded frame???