Відео

Hello Mr.Dirk I have watched all of your lectures on post-tensioning and they are very interesting and I was looking for an advanced or a High Rise RC Building Design online pre-recorded Course if you have any or you can recommend me for someone who gives such courses. There are not a lot out there or they are not easily accessible. And by the way the way you teach is so entertaining.

Thank you, really helped. 🙂

You are a legend. No one can explain it in such a simplistic way the way you have done. An incredible job.

An amazing video on PT design ....God bless you

Best video I've seen on the Internet in a very long time 🙂🙂🙂

Thanks a lot for such a magnificent intellectual banquet. I would like to be one day as good engineer as you are.

Hello Mr Bondy. Please allow me to ask the following question: in minute 49 you say that does not make a lot of sense expending a lot of money on heavy confinement detailing at some floors where our analysis shows yielding is never going to happen. Does that mean we could ignore the code (ACI 318 for concrete) at those locations ? Is that permitted? Thanks a lot in advance

Thanks a lot for sharing your knowledge! I truly enjoy watching your videos because of the background and theory you include in them. I'm a new to nonlinear analysis. Would you please share your favourite literature on that topic?

how much do you earn

hearing stories of an old structural engineer while a pushover non linear analysis running in the background

I believe that the reason "Vc" formula provides smaller value for critical shear section #2 compared to section #1, is that rupture mechanism in section #1 is two-way shear failure but when you get away from the column, rupture mechanism shifts to one way shear failure. As a result, concrete resistance in section #2 is calculated by a another formula.

Thank you very much doctor, i need the name of the book if you can tell me!

Hi Mr. Bondy. According to table 20.3.2.5.1 in ACI 318-19, Maximum permissible tensile stress in strands is 0.7fpu. Is this limit only for service limit state? Because when I calculate strand stress for ultimate flexural strength state (according to formula 20.3.2.3.1) , I get fps=0.95fpu. Is this a violation of the code?

Good Lecture🤩

Thank you for your videos professor, I didn´t learned about post tension design at the university so i'm learning a lot!, may I just ask a question? does the parabola have an offset from the middle? the calculations of "a" accounting an average of 4 and 8 made me believe it was at the center however a cuadratic parabola is symmetric, so is the error negligible? or are there 2 differente parabolas ? Thank you! Greetings from Peru. Juan

I have started reading the book titled "Post-Tensioned Concrete Principles and Practice" and I must say I'm deeply thankful to the authors of this book. I have read almost 80 pages and I'm starting to understand the principles behind post tension concrete. I had read another book but I struggled to understand it. Your book was a blessing to me. Thank you Mr. Bondy and Mr. Allred a thousand times. ❤❤

Very interesting,from morocco

In what document can i have the reference to that?

whenever i need a revision, i revisit this channel, the most amazing professor i ever seen, Mr dirk bondy...

Wow, every time I see this video. Incredible Professor! Thank You.

I wish I could learn from you. Says someone who already has a Ph.D. in Structural Engineering and feels nothing has learnt so far

Hello,Dirk sir . Kudos from India. You are doing great work . I wanted your notes can you confirm your mail id so i can ask you there?

Dear Sir, How are you sir? I am from Ethiopia, a third world country in Africa. I listened to your amazing lecture and it helped me and the project that I am in so much. I have no clue about PT before. I only design so many RC buildings. But after I listened your lectures multiple time and after I read your book once, I become a good PT Structural Designer. We are benefited a lot from your brilliance. Thank you so much for preparing a wonderful lecture for all of us in the world. Your lectures are very easy to follow and you make hard topics an easy ones. Plus your funny remarks in the lectures are so entertaining. I know you are very busy since you are involved in big projects. If you have a little time, I have two questions for you. Please answer them by giving me time from your busy schedule. The Questions are: 1. Here in my country, There is a practice of pouring concrete of the Column below and the Slab at once to save time. We have been doing it many times for RC Buildings. Can we do that for the PT? Can we cast the Concrete of the Column and PT Slab at once? What are the things we should do if we can cast them simultaneously? 2. There is a myth here in Ethiopia that it is not possible to continue the Construction of the next Floor like Column rebar work in PT slab Construction. Is it possible to do the construction of the next Floor the next day after the PT Slab is casted. How many days should we wait before we start the next Floor Construction? What are the measures we should take other than back propping to start the next Floor Construction as soon as possible. Sir, I know my questions are many and it might take time from your busy schedule. But if you get a little time, please answer them. Thank you so much for your patience and kindness in advance. God bless you!

Dear Sir, How are you sir? I am from Ethiopia, a third world country in Africa. I listened to your amazing lecture and it helped me and the project that I am in so much. I have no clue about PT before. I only design so many RC buildings. But after I listened your lectures multiple time and after I read your book once, I become a good PT Structural Designer. We are benefited a lot from your brilliance. Thank you so much for preparing a wonderful lecture for all of us in the world. Your lectures are very easy to follow and you make hard topics an easy ones. Plus your funny remarks in the lectures are so entertaining. I know you are very busy since you are involved in big projects. If you have a little time, I have two questions for you. Please answer them by giving me time from your busy schedule. The Questions are: 1. Here in my country, There is a practice of pouring concrete of the Column below and the Slab at once to save time. We have been doing it many times for RC Buildings. Can we do that for the PT? Can we cast the Concrete of the Column and PT Slab at once? What are the things we should do if we can cast them simultaneously? 2. There is a myth here in Ethiopia that it is not possible to continue the Construction of the next Floor like Column rebar work in PT slab Construction. Is it possible to do the construction of the next Floor the next day after the PT Slab is casted. How many days should we wait before we start the next Floor Construction? What are the measures we should take other than back propping to start the next Floor Construction as soon as possible. Sir, I know my questions are many and it might take time from your busy schedule. But if you get a little time, please answer them. Thank you so much for your patience and kindness in advance. God bless you!

dear mr.dirk. Can the piles on continuous jetty / harbour or pile on slab bridge can be have reduction factor (ductility) by checking it using push over, since usually the pile is must be elastic in seismic condition

well don't be sad about it at least you warned the world and you delivered your message how the world react to it is not your part you did your part

Dear Dirk, could you advise or share experience POA with X-braced frame? I am curious should we consider brace (I guess tensioned bracing only as compressed buckled member is not a part of stiffening system) and proceed loading the frame until a brace/column yields (what first happen)? Without braces it is quite predictable the sequence of forming plastic hinges, but I couldn't understand how it should be when X-bracing system is incorporated into frame. Apologies if my question seemed to be stupid 😊

Greatings and many thanks from Finland! Your approach changed my engineering life 😊

Where do we buy your book?

Regarding the shear friction check you are not double counting the wall rebar because not all is in flexure some portion is in tension and other portion in compression, being accurate the portion in compression could help for shear friction , what do you thing about it? I know many important firms do that

Dirk thank you for a good presentation, could explain where is the Cu factor - Period Parameters Cu - Table 12.8-1.

how can I contact you?

Hello dr.dirk Where is the post tension course 😅 I want to see your course please why did you remove it ?

Thank you very much Professor.

Wow Dirk! Touching personal story about your humble beginnings in engineering through your father. Thanks for sharing!

excelente clase

Thank you very much for this amazing course. Looking forward to watch other courses.

Hello dr.dirk If you please give me your notes because they are very helpful Thanks

Wow 2023 version! this will be awesome again! very helpful for students and practitioners ✍ thank you!

Please can you send post tension institute manual(PTI)

Where is your old video professor?

Amazing class, Professor Dirk! Congratulations and thank you!

I’ve learned a lot. I hope more structural engineers will look into that column plastic moment demand in relation to the deformation of the building. Do you have a link to where we can download the notes? Many thanks.

Thankyou Doc

Kindly asking for your email address so that I can partake in the homework assignments and the projects. And also have access to your book. This will really change and become a turning point of my structural engineering career. Thank you.

Thank you Engineer Dirk Bondy. You’re the best indeed. Great, informative videos especially in this material Prestressed concrete. I did reinforced concrete in college but when I came across your videos I decided to further my knowledge and embark on Prestressed concrete journey with you Mr Dirk, great stuff. Im in love with these lectures.

Can I buy your interesting book

is it possible to get these notes?

Wow, thankfull Mister. We are engineers, not mathematicians. That is what helped me to feel good 😊

Very nice Sir, know i understood after two year attempting