Відео

Thank you

the value on point A = 500, is this assumed or can be determined before?

I want the pdf of lecture please

Thank you so much for this content, Prof. Pls, how can I join or visit your personal website website to get the material file used in this lecture. Awaiting your response, Sir.

which book do you refer sir ?

Thank you so much for great kectures. Just a ailly doubt i always havea is whatbis the difference between in the subjects theory of elasticty\plasticity and continuum mechanics?

can you please send me this inp file ,

why do we also multiply by the transpose?

this was a great video and a solid explanation, I was looking for a way to always find the principal directions for the saint venant problem !

Hi professor Berkey, I have a quick question, I find your courses really interesting keep up the good job. My question is, what is the source or reference for the SN curve equation you showed for steel Ferrus metal (1.62*Su*N^-0.085). And also would that be a feasible equation for assessing the fatigue of a steel plate? Thank you so much.

It was a great explanation. I am wondering why the components of shear stress in radial direction is not considered? As its also making angle dtheta from the radial direction.

Sir,, Volume is very low , can you please try to improve it

Thank you very much sir your content has been helping a lot lately in my studies

Thank you so much for taking the time to share your knowledge with us.

Thanks !

Hi Mark Barkey, that's a very classic explanation there. I would love to know more about your work in this field for my comprehension.

Great lecture, thanks a lot.

Thank you Sir for this interesting fatigue course

Thanks Dr. Mark.

put your mibile number here.

Sir, if the body undergoes pure translation and rotation then will the Jacobian be 1? Since the body has not undergone any deformation that is d(xi) = dx, which means the J should be 1. Please provide your input on this. Thanks!

Hi professor Barkey. How can we tell when we have a stress singularity rather than a real stress concentration? I've run FEA models where I always get a crazy amount of stress in connections between elements. But those are really small localized points, some people ask me to crazy reinforced those areas to see if we can get rid of the high peak in stresses. In my mind that peak would not be important since it's in very small localized point and probably von mises it's not even applicable due to the constraint in connections and the possible development of tri axial state of stress. What do you think about it ? how would you approach those issues? Thank you so much

Dear Prof Mark, first Thanks a lot for your videos, I have a small question.. at 22:20 what does it mean look at half life and why?

Thank you very much for your fruitful lectures. Could you please give me your email address? Actually I am working on fatigue analysis of mooring line. I have already got load history. But i can't determine the number of cycles as i have several same stress levels in diagram. I would be grateful if you give me your email address. Thank you

Great.

Great lecture, thank you a lot.

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Does the method for closing the non closed hysteresis loops (from 15:) is equivalent to apply the rainflow counting to the mirrored signal ?

Thanks Prof. Mark!

Thanks for your video. It looks like it requires a lot of manual calculation. Is there a table of these figures readily available for each different type of beam?

Thank you

Thanks that you give me such a nice lectures. I feel that your ingenuity enlighting every dark corners of my knowledge.

thank you

Thank you so much!!

wonderful lecture, thank you professor.

Great lecture.

Dear Sir, thank you very much for very useful lectures. I have a question if you could please answer. For a case of simply supported beam subjected to UDL, the moment is zero at the supports but when writing boundary conditions are vertical faces near supports, we take the integration of bending stresses equal to zero. Why cannot we directly put bending stress expression to be equal to zero? Thank you in anticipation.

Dear Sir, thank you very much for very useful lectures. I have a question if you could please answer. For a case of simply supported beam subjected to UDL, the moment is zero at the supports but when writing boundary conditions are vertical faces near supports, we take the integration of bending stresses equal to zero. Why cannot we directly put bending stress expression to be equal to zero? Thank you in anticipation.

Really great lecture, thank you a lot.

Excellent videos, I hope you haven’t given up making them.

Thank you for amazing explanation. Can you please refer me a book for this.

I am thankful for your lecture series Professor. Your lectures are very instructive, helpful, amazing.

may i know, what is distance between base plate and bottom of column

Timestamp 28

Can mem never be greater than 2? I have about 500points to process and there are instances where my memory is greater than 10. Also, can you please tell me how to count half cycles ?

me about to cry becasue this is so much better than my lectures( still grateful for both tho)

Hi Mr, at 33:10, would the di be in the small circle?

i love this page! THANK YOU, if i have any questions r u able to reply? i am studying this currently! ill look into all videos of yours.

Have you not thought about deriving this using modern notations? I think a lot of confusion can be avoided in this way.

Great explanation! BTW, at 35:00, I think we should write duj/dei(ej)(ei), instead of duj/dui(ei)(ej).