I had never stopped watching funny videos on youtube as quickly hahhahah. I openned your video as soon as I got the notification. Your lessons and stories are awesome.
I completely agree with you... many people follow this discipline for the sake of work and money... but very few get their names engraved in peoples' mind like this person... real respect
Really good lecture. Highly recommend their pt book if you are new to pt or someone in your group is new to pt. When I do fem in ram concept you can model the distributed tendons as areas and then define the profile for that area so that you don't have to draw each tendon. Agree 100 percent that you we shouldn't be modeling each and every tendon in fem tools like adapt or concept
@dirk bondy Thank you! For that matter, when designing the column itself, do you design for moments (DL+LL+ hyperstatic) superimposed from both directions (banded and uniform) or do design the column for reactions and moments obtained from each direction individually?
Hi Ed, The process is the same as it was for the hand beam example. It's a little bit of a lengthy process using Moment-Curvature, but it is covered in Chapter 7 of our book. I chose not to go through it again for this example.
Hi Mr Bondy, I recently went to a conference given by some guys who work for ACI and they said that for the new revision of code, which is coming out soon, they are taking the equivalent frame method and some other classical methods off the code, they stated that everyone uses computer software nowadays and there's no reason to promote and rely on those classical methods anymore. I don't agree with their point view, however I was wondering. How would that affect people who's teaching and using this equivalent frame method for design. Should I worry about it ?
Hi Erick, I've been going to most of the past ACI conferences and I haven't heard that. Though it wouldn't surprise me to see them take out the Equivalent Frame method section. It's not clear why ACI describes any method of analysis, to be honest. I would prefer that all codes leave the analysis up to the engineer and simply state that any analysis needs to be based upon accepted engineering principles. Doing this wouldn't make the EFM illegal, it just wouldn't take up space in the code. The yield line method, finite element method, modal analysis/response spectrum analysis in earthquake engineering, etc. etc. are never described in detail in the codes and nobody has any problem using those methods. So no, I don't think any of us need to worry.
Dear professor, Could you tell me the value of force per strand you used to find total number of strand, the 26.62kips, is it after losses or just 75% of Fpu (stressing force). And the width of the strip is 29.6ft or 29.5ft. Thank you, professor.
Hi Munawar. The book may be purchased in either hard copy or PDF from Lulu at: www.lulu.com/shop/search.ep?keyWords=post-tensioned+concrete+principles+and+practice&type=
Banded tendons are tendons that are grouped together to create something like a beam line. Uniform tendons are equally spaced out and span to the banded tendons, similar to joists spanning to a beam.
Mr. Bondy, this has been bothering me and I wanted to see if you can shed some light. When you apply the loads on a design strip in the banded direction and then reapply the same loads in the uniform tendons directions how come its not considered to be overdesigning since you're doubling up on the design essentially?
Hi Manny, You're not doubling up on the design. The objective of any slab design is to get the slab load (its weight and the load on it) to a support. In a one-way slab system the slab only spans in one direction to get the load to a beam or a wall. Then it's done. The beam then provides the "2nd direction" in order to get the load to a column. In a two-way slab system, just designing the load in one direction does not get that load to a singular column location. Since the column is at an isolated point, the load then needs to go orthogonally to get to that single support point. That is the difference between one-way and two-way slab designs. In practical terms, if you have beams or walls as the slab support, you have a one-way slab and you design the slab to span in one direction only. If you have columns as the only supports, you will have a two-way slab system and you must design the slab to span in both directions to get the load to the column point. Good luck!
@@dirkbondy4231 Thank you! For that matter, when designing the column itself, do you design for moments (DL+LL+ hyperstatic) superimposed from both directions (banded and unfirom) or do design the column for reactions and moments obtained from each direction individually?
Hi Manny, columns are designed for DL+LL+1.0(Secondary). We try and never use the word "hyperstatic" since it has no actual definition in ACI or PTI. Technically, you should design the column under biaxial moments. However, typically in two-way flat plates the moments transferred to the columns are relatively small so they will usually work either way easily. I don't recall ever needing to add column reinforcement due to slab bending moment transfer in a flat plate.
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I had never stopped watching funny videos on youtube as quickly hahhahah. I openned your video as soon as I got the notification. Your lessons and stories are awesome.
I completely agree with you... many people follow this discipline for the sake of work and money... but very few get their names engraved in peoples' mind like this person... real respect
I am a Civil Engineer guys. I am learning from these videos. Hope to become a good Structural Engineer.
This course is a contribution to engineering and safety of community.
Thank you, Hazim!
Really good lecture. Highly recommend their pt book if you are new to pt or someone in your group is new to pt. When I do fem in ram concept you can model the distributed tendons as areas and then define the profile for that area so that you don't have to draw each tendon. Agree 100 percent that you we shouldn't be modeling each and every tendon in fem tools like adapt or concept
Thank you so much.
Your lectures are excellent.
@dirk bondy Thank you! For that matter, when designing the column itself, do you design for moments (DL+LL+ hyperstatic) superimposed from both directions (banded and uniform) or do design the column for reactions and moments obtained from each direction individually?
Dirk, can explain how to get the moment distribution factors that you put on the table? Thank you so much for the lecture
Hi Ed,
The process is the same as it was for the hand beam example. It's a little bit of a lengthy process using Moment-Curvature, but it is covered in Chapter 7 of our book. I chose not to go through it again for this example.
Hi Mr Bondy, I recently went to a conference given by some guys who work for ACI and they said that for the new revision of code, which is coming out soon, they are taking the equivalent frame method and some other classical methods off the code, they stated that everyone uses computer software nowadays and there's no reason to promote and rely on those classical methods anymore. I don't agree with their point view, however I was wondering. How would that affect people who's teaching and using this equivalent frame method for design. Should I worry about it ?
Hi Erick, I've been going to most of the past ACI conferences and I haven't heard that. Though it wouldn't surprise me to see them take out the Equivalent Frame method section. It's not clear why ACI describes any method of analysis, to be honest. I would prefer that all codes leave the analysis up to the engineer and simply state that any analysis needs to be based upon accepted engineering principles. Doing this wouldn't make the EFM illegal, it just wouldn't take up space in the code. The yield line method, finite element method, modal analysis/response spectrum analysis in earthquake engineering, etc. etc. are never described in detail in the codes and nobody has any problem using those methods. So no, I don't think any of us need to worry.
Dear professor,
Could you tell me the value of force per strand you used to find total number of strand, the 26.62kips, is it after losses or just 75% of Fpu (stressing force).
And the width of the strip is 29.6ft or 29.5ft.
Thank you, professor.
It's after losses.
What book do you follow? Is there a pdf we can follow along?
Hi Munawar. The book may be purchased in either hard copy or PDF from Lulu at:
www.lulu.com/shop/search.ep?keyWords=post-tensioned+concrete+principles+and+practice&type=
can someone please explain to me what is uniform tendon and banded tendon ?😁
Banded tendons are tendons that are grouped together to create something like a beam line. Uniform tendons are equally spaced out and span to the banded tendons, similar to joists spanning to a beam.
Mr. Bondy, this has been bothering me and I wanted to see if you can shed some light. When you apply the loads on a design strip in the banded direction and then reapply the same loads in the uniform tendons directions how come its not considered to be overdesigning since you're doubling up on the design essentially?
Hi Manny, You're not doubling up on the design. The objective of any slab design is to get the slab load (its weight and the load on it) to a support. In a one-way slab system the slab only spans in one direction to get the load to a beam or a wall. Then it's done. The beam then provides the "2nd direction" in order to get the load to a column.
In a two-way slab system, just designing the load in one direction does not get that load to a singular column location. Since the column is at an isolated point, the load then needs to go orthogonally to get to that single support point. That is the difference between one-way and two-way slab designs.
In practical terms, if you have beams or walls as the slab support, you have a one-way slab and you design the slab to span in one direction only. If you have columns as the only supports, you will have a two-way slab system and you must design the slab to span in both directions to get the load to the column point.
Good luck!
@@dirkbondy4231 Thank you! For that matter, when designing the column itself, do you design for moments (DL+LL+ hyperstatic) superimposed from both directions (banded and unfirom) or do design the column for reactions and moments obtained from each direction individually?
Hi Manny, columns are designed for DL+LL+1.0(Secondary). We try and never use the word "hyperstatic" since it has no actual definition in ACI or PTI. Technically, you should design the column under biaxial moments. However, typically in two-way flat plates the moments transferred to the columns are relatively small so they will usually work either way easily. I don't recall ever needing to add column reinforcement due to slab bending moment transfer in a flat plate.