OpenSees - Your first OpenSees model - 1 Model definition
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- Опубліковано 18 вер 2024
- In this video, you can learn how to build a basic OpenSees model.
Download the model: github.com/lfg...
Download OpenSees: opensees.berke...
Download PSPad: www.pspad.com/en/
Learn basic Tcl: www.tcl.tk/man...
This series of opensees tutorials videos are very great and helpful.Thank you very much!
WE cannot thank you enough sir, wish all the best
VERY NICE SIR WISH YOU THE BEST
Thank you very much
Thank you very much for this important video.
Thank you so much for sharing this very helpful video.
Thank you for you explination
I have a Q why you do not give the equal DOF different id nubmer and you give all nodes 1 2
Thank you so much, Mr. Fernando. Your videos helped me a lot to understand the basics of OpenSees. Could you please make a video an 3D modeling in OpenSees or share a file of 3D modeling.?
Perhaps you have managed to find help on this by now... if not, there are new videos on my channel covering these topics. Have a look :)
Good job, thank you.
Dear Mr Fernando,
Your video really helped me to understand the basics of Opensees. Unfortunately I am not able to reproduce your input data for Plastic hinges. Considering for example theta_p_Plus (pre-capping rotation for positive loading direction) I obtained 0.1763 or 0.1659, far from your calculated 0.08538.
This is my data for Eq 7:
T = Height of the straight web part
h = T
h 178 0.0865
tw 5.9 (h/tw)^-0.365 = 0.28837505
bf 110 ((bf/(2*tf))^-0.14 = 0.77853747
tf 9.2 (L/d)^0.34 = 3.077143245
L 6000 (c1*d/533)^-0.721 = 1.892707769
d 220 (c2*fy/355)^-0.23 = 1.535568175
c1 1
c2 1 theta_p_Plus = 0.173681552
fy 355
h= d-2tf
h 201.6 0.0865
tw 5.9 (h/tw)^-0.365 = 0.275563658
bf 110 ((bf/(2*tf))^-0.14 = 0.77853747
tf 9.2 (L/d)^0.34 = 3.077143245
L 6000 (c1*d/533)^-0.721 = 1.892707769
d 220 (c2*fy/355)^-0.23 = 1.535568175
c1 1
c2 1 theta_p_Plus = 0.16596555
fy 355
Dear Abddullah, thank you for watching the video. The original intention of the video was to teach my MSc students the basics of Opensees, so I quickly created this model to try to provide an example of how to model all the "basics", including distributed plasticity, concentrated plasticity, and some types of analyses. It is very likely that I copy-pasted some properties from another section, but to be honest I cannot remember. So, in summary, my values may not be correct, as they are only used as example on how to model the structure. Bear in mind that I am modifying the hinges according to Zareian and Medina 2010, so basically the initial stiffness will be multiplied by 10, which will also modify the results.
In any case, I have a small and simple excel file in which I calculated the values, please have a look and let me know if you find something wrong: www.dropbox.com/s/864fytcvrgfh8mx/191211%20Plastic%20hinges%20calculation.xlsx?dl=0
How can I graphically see the model built in OpenSees using these scripts ?
Sorry, you cannot. There are some display recorders that may help you to do it, as well as some solutions written to work with OpenSees. But there is no interface similar to commercial software. Check Silvia Mazzoni's youtube channel, you may find a lot of useful stuff there :)
Can you please help me in modelling plastic analysis of a single bay single story steel frame in OpenSees?
applied to a lateral load at the node and vertical uniform loading on the beam.
For all three mechanism condition
a)BEAM MECHANISM
b)SWAY MECHANISM
c)COMBINED MECHANISM
equating plastic moment (as Mp=fy*Zp
) with demand (external moment)
Can we import any autocad Or Sap2000 file into openseess????
Thank you for the video Mr. Gutierrez! I have a basic question about uniaxial material Bilin $My_pluss: For a IPE 220 with fy= 355000kN/m^2, we have My = (fy*I)/c= (3550000 kN/m^2)*(2770 cm^4)/11cm =(355000 kN/m^2)*0,000252m^3)=89,39kN*m. However, you use 101,175 kN*m. Why? I have checked my calculations, seems that I miss something. I cannot calculate My in other examples from the Opensees´ website so it must be my mistake
Hi Rodolfo. I am using the following formula: My = fy*Zpl, in which Zpl is the plastic section modulus of the steel section (285,000mm3 according to my catalogue). In your case, you are using My = fy*Zel (which is equivalent to your formula using the inertia and the distance to neutral axis).
In other words, you are defining My as the moment at which the first fibre yields, at the top or bottom of the section, with a triangular distribution; while I am defining My as the moment at which all fibres (theoretically) yield, therefore, with a rectangular distribution. I am using this formula because the concentrated plasticity model that I am using is based on Lignos and Krawinkler 2011, which defines My as: "The effective yield strength typically
is larger by a small amount than the predicted bending strength My;p, which is defined as the plastic section modulus Z times the measured material yield strength obtained from coupon tests".
I am aware that some design codes use the elastic section modulus (Zel) for the calculation, which from my point of view may be adequate to establish a limit if you want to avoid any yielding in the beams, however, considering the typical modern capacity design rules for steel MRFs (i.e. yielding in beams to dissipate energy, strong column, strong panel zone, strong connection, weak beam), you normally want to know what is the maximum moment that the beam is capable of delivering to the adjacent elements, therefore, you would consider Zpl.
Just as an additional comment... the nomenclature in Europe and US is different: in Europe Wel and Wpl are used for the elastic and plastic section moduli, respectively, while in the US they are known as S and Z.
@@terrastructeng Thanks! Plastic hinges required full plastic moments, I should not have used a yield moment...
Thank you for the detailed explanation can you explain how to model a simply supported beam with a concentrated load at the center using open sees py?
Hi Sadia. Sorry for the late reply. I have no experience with opensees py yet... I recommend you to have a look in Prof. Silvia Mazzoni's channel. ua-cam.com/users/UTubeUTubeU
@@terrastructeng Thank you for your reply i did it myself actually. :)
Thank you! Can you share this slide?
Can anyone tell me what programming language should i learn for working on opensees?? C++ or tcl
TCL, definitely.
@@terrastructeng thank you very much.
Hi Fernando really appreciate the tutorial on this as i'm an undergrad currently completing my dissertation on PBEE. I'm wanting to adapt your model slightly and i would love to talk to you about it, can i contact you on email somehow? thanks.
Hi Jonny. Please contact me via Linkedin. Best regards.
can you send the pdf please
Guys who has any idea about how to include Rectangular Hollowed steel Sections (RHSs), please share any example if anything there?