I am working on a paper; I need to strengthen my deep beams externally with CFRP strips for shear. Could you explain how to define the CFRP sheets in FormWorks software? appreciating your help.

Interesante, leeré los documentos. Felicidades!!

Thanks for your interest. We have two videos and two bulletins on beam-column joint modeling using plastic hinges. You may see Bulletin 10 and 11 from this website for more information. I hope these will help addressing your question.

Thank you for the insights you have shared. They have been very helpful to me. However, I have one question. In Model 1, we need to define non-linearity in the form of a moment-rotation relationship, which must be assigned precisely at the intersection of the beam and column centerlines. My question is, how can this be implemented in ETABS? In ETABS, we cannot assign hinges directly to joints; we have to select either beam or column elements. The problem is that if we choose between the beam or column elements, the hinge will be placed after the rigid end offset and not exactly at the intersection of the beam and column centerlines. Should we define a panel zone first, then define the non-linearity in the form of a moment-rotation relationship within the panel zone, and subsequently assign it to the joint? I would appreciate your guidance. Thank you.

Thank you for the insights you have shared. They have been very helpful to me. However, I have one question. In Model 1, we need to define non-linearity in the form of a moment-rotation relationship, which must be assigned precisely at the intersection of the beam and column centerlines. My question is, how can this be implemented in ETABS? In ETABS, we cannot assign hinges directly to joints; we have to select either beam or column elements. The problem is that if we choose between the beam or column elements, the hinge will be placed after the rigid end offset and not exactly at the intersection of the beam and column centerlines. Should we define a panel zone first, then define the non-linearity in the form of a moment-rotation relationship within the panel zone, and subsequently assign it to the joint? I would appreciate your guidance. Thank you.

well i guess AM THE FIRST guy to comment

Dear Dr. Guner, i have an inquiry. How can we achieve the fragility curve for wind? (wind fragility curve). Thanks in advance. badly need your help, dr.

Thanks Dr Serhan for this video. If it is okay, I will be reaching out to you for input or collaboration in my research interest (Neural Prediction and Mitigation Strategies of Structural Failure) which is in line with your research efforts.

Dear Dr. Guner, I really appreciate the work you are doing in this channel, its very helpful to students around the world. I have one question sir, is this result based on the material models available on the basic version of the Formwork? Because I am having trouble trying to replicate the results.

Serhan bey merhabalar, Response 2000 hangi beton modeli veya modellerinden yararlanır? (mander gibi)

Thank you very much Serhan for the link to the software. I have been able to successfully download and install it.

There seems to be a challenge i the installation process for Response-2000, the link also seems to not work. How is this addressed, or is there anywhere where the installation process is well explained. Thanks in anticipation.

Very educational. Thank you

Dear Dr. Please, i have an enquiry. As we hvae a 3 limit states, why only one standard deviation have been used. Is it ok to divide the function to 3 zones and use 3 medians and 3 standard deviation. Thanks in advance.

thank you very much professor Serhan for this powerful video

Thank you Serhan for the video. But I would like to know what program to use for Deep Beam?

I have seen many videos and read many books on this subject, but the way you explained in the most simplest way and in well comprehensive manner, no one cannot explain this manner, even the developers of SAP2000 can't do that. Kudos to your excellent efforts.👌❤

Videonun turkcesi var mi , teşekkürler

great explanation!

Thank you very much for such a great video Dr. Guner! I’m trying to model this beam in another software and I would like to verify the results using the experimental data you show in the video. Is it possible to find and use this data?

Dear Dr Thanks But, please tell me : 1- How CDP can capture the shear stress reduction of concrete ? I think that CDP do not contain any parameter to model this feature. 2- How to model the bond slippage between bars and concrete in Abaqus rather than using connectors because it hasvery hard work> ? thanks

where can I find the video that shows how to model? it is possible to model the pull out test in vector 2?

Hocam teşekkür ederim.

Thanks for the video. I was looking for a modeling reference like this and you came up like a miracle.

Hi, Mr. Guner, may you share nonlineer analysis of Shear Wall?

Merhabalar Serhat bey, ben bu programda mesela 30x60 kirişin kesme dayanımını nereden göreceğim? Teşekkürler

Dear Prof. Guner, can i have the password to edit the spreadsheet ? plsss

Sir very clear understanding, hates of to you?

Sir do we need to do this analysis if load us eccentric???

Thanks for the excellent presentation. It looks like the node region stress check was not discussed. Can you elaborate a bit on that? How important is the nodal region stress check if all the struct and ties checked ok?

Pode enviar o link de download do programa Cast?

Hi Sir, Can you tell me name of software in this video, (exactly name) .Thanks

Dr. Guer, Thank you for such a informative tutorial. This helps me a lot. Based on the input in this video, the maximum spacing was set to 1000 mm in both x and y directions. I wonder how you chose this value. Is there any theory behind it?

Dr. Guner, Thank you for this usefull tutorial. I am modeling a reinforced concrete column according to this tutorial. I have confirmed that there are various material models for concrete and rebar. I would like to know if there are standards for selecting material models such as compression softening and tensile hardening. Among these many models, I would also like to know which model is suitable for reinforced concrete columns. I've read the manual, but many models are said to be suitable for reinforced concrete, so I'm curious about the exact selection method. If there is no standard, I wonder if it is just decided by trial and error.

Thank you!

inspiring , well done Serhan Bey

Thank you for your video

This program is free to use right and can be used for academic purposes and research?

Thank you for this great tutorial. Can i model a concrete filled steel tube beam using this software or its 3D version ?

very useful , thank you!

Can you make a video on Strut and tie application in open spandrel arch bridge foundation ?

The floor with deep beams shows different displacement than other floors under horizontal earthquake forces. Doesn't this pose a risk at the junction of deep beams and columns? How can we avoid this problem? Which buildings or structures in the world currently have deep beams? Can you give me examples? Thank you very much for the video

Do you have video about Moment-curvature custom hinges and applied in SAP2000? Thank you sir