I pray your children and their generations live prosperous lives. Your videos are finally teaching me an Engineering programme fully. Def going to watch out all your series, thank you
Great contents! I have a general question regarding lintel beams carrying wall load above and perhaps floor loads transferred. When modeling, does the lintel actually transfer loads with the arching action above lintel? Give me some directions on how to correctly model a lintel beam i.e., concrete or steel. Thank you, and all the best for your videos! Really impressive.
Hi there, welcome aboard ^_^ I am happy that you found the vid beneficial. Consider sharing this channel with your friends. it helps immensely. Regards, CEE
Thank you CEE. Great tutorial as always. Great job.I love ❤️ your piecewise approach to finding solutions to complex problems. However, am amazed ACI318 code does not consider the load intensity in computing deflection but only assumes proper member size caters for deflection. I personally use BS 8110, and personally limit my deflections to 20mm regardless of code provision. Span to depth ratio between 10 to 16 works fine for me in member sizing also. Errors and Instability in robot is really a turn off for lots of users because you rather spend soo much time stabilizing structures or deal with errors instead of actually analyzing, design and checking the structure. 😞 Great tutorials, alot to learn about robot. And yes, an unrestrained bar in any structural member should not be more than 150mm. Thank you for the insight Sir. Regards.
Thanks for your comment. I am glad you liked it. ACI318 provides you with a "shortcut" to escape deflection calculations by simply assuming a member height based on a table. However, it is also possible to calculate deflections using lengthy equations and comparing it with code requirements. Finally, Robot calculates the deflection from the service loads, which includes dead and live load. The deflection limits in the code are a bit more complicated. There are deflection checks for immediate loads (live loads) and long term deflection checks for later. I might give a full lecture about it in the future. It is, after all, an essentials channel. There will be video lectures about statics, mechanics, structures and design. I have a lot of content planned ^_^ and yes, the best approach is to split the problem step by step. I "could" finish the job in one swoop with 0 errors. But this will not benefit anyone. I rather go through the process of error elimination so that all viewers can benefit of this. Once again, glad you liked it, stay tuned for more videos. Regards, CEE
@@niisarpei3676 Thank you for your wonderful explanation, I am very grateful for what you offer on this channel. Excuse me sir, I have a problem and I want to ask you I design a beam in the required, its dimensions are 60 * 30 cm and its length is 5 meters It is subjected to a positive moment in the middle of 98KN.m and a negative moment at the end of the beam is 100KN.m. The other end of the beam is zero. . It is subjected to a torsion moment in the end of 14KN.m at the end and in the middle of 9KN.m There reinforcement in required was at negative moment 4 bars dia. 16 The lower reinforcement of the positive moment was 5 bars of diameter 16 for links 10 by 12 cm .. When I designed the same beam in the provided reinforcement the program gave a lower reinforcement of 2 bars diameter 16 and an upper reinforcement of 4 bars diameter 16 And gave reinforcement to resist the moment of Torsion 16 bars of diameter 14, and when I changed the diameter to 12, he gave the same number of bars When designed beam and this beam resist moment of Torsion the program always gives 16 bars What is the reason for that? I am using UK code BBS8110 fy=460n/mm2 for main bars fy=250 n/mm2 for links Fcu = 25 N/mm2
Just wanted to say your RUclips videos are super informative! 😊 I'd love to see a video on exporting RSA results into Revit. I'm really curious about how to transfer all the reinforcement details. Thanks in advance!
Thank you for the video. I have two questions and one request :) Since you design with the "Provided Reinforcement of RC Elements" you are not required to create load combinations? Is that why you skipped that step? Does that mean Robot is calculating the combinations and selects the maximum one? My second question is do you have private tutoring? or consultation? Finally, it would be amazing if you could please do a short video on Beam Optimization. Thank you
Most welcome For the provided reinforcements, when it asks you to import the load cases, you either import simple cases or combinations. If you import simple cases, then it will automatically calculate combinations based on the correct code and load factors (you need to make sure you select correct codes in the job preferences). So far, I have no private tutoring platforms or consultation, if there is demand, I would think about it. Still, stay tuned to this channel as I will keep dishing out content after content. And yes, I think a beam optimization video or a (deeper video) on provided reinforcement should be warranted. Regards, CEE
Thank you for your wonderful explanation, I am very grateful for what you offer on this channel. Excuse me sir, I have a problem and I want to ask you I design a beam in the required, its dimensions are 60 * 30 cm and its length is 5 meters It is subjected to a positive moment in the middle of 98KN.m and a negative moment at the end of the beam is 100KN.m. The other end of the beam is zero. . It is subjected to a torsion moment in the end of 14KN.m at the end and in the middle of 9KN.m There reinforcement in required was at negative moment 4 bars dia. 16 The lower reinforcement of the positive moment was 5 bars of diameter 16 for links 10 by 12 cm .. When I designed the same beam in the provided reinforcement the program gave a lower reinforcement of 2 bars diameter 16 and an upper reinforcement of 4 bars diameter 16 And gave reinforcement to resist the moment of Torsion 16 bars of diameter 14, and when I changed the diameter to 12, he gave the same number of bars When designed beam and this beam resist moment of Torsion the program always gives 16 bars What is the reason for that? I am using UK code BBS8110 fy=460n/mm2 for main bars fy=250 n/mm2 for links Fcu = 25 N/mm2
No based on what you tell me, it seems that the provided reinforcement was higher than the required reinforcement. My guess is that the 16 rebars are required not only for torsional resistance, but to fulfill other code requirements such as maximum center to center spacing of bars. My advice is to check the "detailing requirements" of the BS code, especially if there is a max spacing of longitudinal bars when under torsion. I will take a look on it and see if I can add anything to it. Please note that I am more an "ACI" professional guy, and have a little limited knowledge in the BS code. Regards, CEE
can assembly bars be cut off and not go through the top side of support. Normally assembly bar is cut off and lapped with top main bars at certain distance from support but in Robot when you click on assembly bar it looks like it is going through the entire length of beam, does it consider it as part of the area of reinf. provided?
For assembly reinforcement, yes you can modify the length and even the starting and ending positions of those bars. All you have to do is click on the bar. A pop-up window will appear where you can modify the length of the bar. So: In the top tab selection -> Select "Beam - Reinforcement" Then -> Click on: assembly-Top in the table. Then it opens a small window with the title "Bar" In it, There is L1, start and end. you can modify those. Hope it helped, CEE
So does auto desk robot also automatically calculate using moment distribution method to allocate the maximum moments and shear and different beam members
Dear CEE, thanks a lot for the great effort. I have a problem if you could help me to solve, I am building my model (RC Bridge) to have moving loads and I have made several load combinations manually as per the design code demands and I want to design the beam accordingly (taking into account the moments and forces due to the moving loads). The problem is that when the beam design parameters box dialog appears, the section of loads combination only states the load combination cases which do not consider the moving loads. It does not allow me to choose the combination cases that I want to design the beam for. So my question is do you know why this issue happened and how I could solve it?
Hello there Engr. Safiya, you are right. For moving loads, in the design fields, it does not "light up" combinations for you. However, it allows for the simply cases to be taken into account. So you can choose all moving load steps as you simple cases. Note that: Autodesk robot is even better when you provide it with simple cases. Hope it helps, Regards, CEE
How did you set the presentation format of the reinforcement plans?, What parameters did you use?, Is it possible to send me a template? Thank you in advance,
Dear CEE, I have a problem with providing reinforcement for inclined beam. The reinforcements that I provided (automatically caculated) is outside the inclined beam. Can you tell me a problem? Thank you.
Hi there. if you define an inclined beam in Autodesk Robot, robot will have a problem in understanding how development length should be done. The problem is: Autodesk robot does not "bend" the bars to follow the inclined beam, so the development length extends beyond the concrete boundaries. This can be fixed by hand in AutoCAD. You would have to open the drawing and bend the bars manually. Regards, CEE
@@CivilEngineeringEssentials I noticed that if we provide the required area of steel that is calculated by a robot, a warning message will appear.for example 3T16 are required reinforcment but the beam fails in bending if we use that number.Thank you for your time
Hello Thnx for your comment. If you mean: how to make custom sized bars and so on, there is a separate video on this channel.tslming about it. Stay tuned for more content CEE
Thanks for this videos but I have a problem when I calculated I got a message of capacity design and I change the section but I got the same message . What can I do ?
I think in this case your moment might be really large. I suspect a possible error in your units (you think you are working with kN force but are actually applying metric tons). Can you tell me the max. Moment and the section dimensions please?
I fixed the problem by deleted all loads and put it again but I have another problem that when I designed some of beams and put save as so when I came later to open file I found designed beams with problem although I designed it before . Can you tell me a problem ?
@@alaaghuzi4845 it is possible that you may have changed the loads or that it was not even perfect in the first place. I think I will make me a detailed beam design video after I finish the slab series, so stay tuned for that one.
I pray your children and their generations live prosperous lives. Your videos are finally teaching me an Engineering programme fully. Def going to watch out all your series, thank you
So kind of you. Thank you very much for your heartfelt wishes. I wish you all the best, too. I really do hope that those videos help you.
Regards,
CEE
Great contents! I have a general question regarding lintel beams carrying wall load above and perhaps floor loads transferred. When modeling, does the lintel actually transfer loads with the arching action above lintel? Give me some directions on how to correctly model a lintel beam i.e., concrete or steel. Thank you, and all the best for your videos! Really impressive.
I finally found the channel i need for learning robot
Hi there, welcome aboard ^_^
I am happy that you found the vid beneficial. Consider sharing this channel with your friends. it helps immensely.
Regards,
CEE
Thank you CEE. Great tutorial as always. Great job.I love ❤️ your piecewise approach to finding solutions to complex problems.
However, am amazed ACI318 code does not consider the load intensity in computing deflection but only assumes proper member size caters for deflection.
I personally use BS 8110, and personally limit my deflections to 20mm regardless of code provision.
Span to depth ratio between 10 to 16 works fine for me in member sizing also.
Errors and Instability in robot is really a turn off for lots of users because you rather spend soo much time stabilizing structures or deal with errors instead of actually analyzing, design and checking the structure. 😞
Great tutorials, alot to learn about robot.
And yes, an unrestrained bar in any structural member should not be more than 150mm.
Thank you for the insight Sir.
Regards.
Thanks for your comment. I am glad you liked it.
ACI318 provides you with a "shortcut" to escape deflection calculations by simply assuming a member height based on a table.
However, it is also possible to calculate deflections using lengthy equations and comparing it with code requirements.
Finally, Robot calculates the deflection from the service loads, which includes dead and live load.
The deflection limits in the code are a bit more complicated. There are deflection checks for immediate loads (live loads) and long term deflection checks for later.
I might give a full lecture about it in the future. It is, after all, an essentials channel. There will be video lectures about statics, mechanics, structures and design. I have a lot of content planned ^_^
and yes, the best approach is to split the problem step by step. I "could" finish the job in one swoop with 0 errors. But this will not benefit anyone. I rather go through the process of error elimination so that all viewers can benefit of this.
Once again, glad you liked it, stay tuned for more videos.
Regards,
CEE
@@CivilEngineeringEssentials I look forward to the growth of your channel with lots of content. 💯
@@niisarpei3676 Thank you for your wonderful explanation, I am very grateful for what you offer on this channel.
Excuse me sir, I have a problem and I want to ask you
I design a beam in the required, its dimensions are 60 * 30 cm and its length is 5 meters
It is subjected to a positive moment in the middle of 98KN.m and a negative moment at the end of the beam is 100KN.m. The other end of the beam is zero. . It is subjected to a torsion moment in the end of 14KN.m at the end and in the middle of 9KN.m
There reinforcement in required was at negative moment 4 bars dia. 16
The lower reinforcement of the positive moment was 5 bars of diameter 16
for links
10 by 12 cm
..
When I designed the same beam in the provided reinforcement
the program gave a lower reinforcement of 2 bars diameter 16 and an upper reinforcement of 4 bars diameter 16
And gave reinforcement to resist the moment of Torsion 16 bars of diameter 14, and when I changed the diameter to 12, he gave the same number of bars
When designed beam and this beam resist moment of Torsion the program always gives 16 bars
What is the reason for that?
I am using UK code BBS8110
fy=460n/mm2 for main bars
fy=250 n/mm2 for links
Fcu = 25 N/mm2
Just wanted to say your RUclips videos are super informative! 😊 I'd love to see a video on exporting RSA results into Revit. I'm really curious about how to transfer all the reinforcement details. Thanks in advance!
Happy to hear that, you are most welcome.
I will keep your suggestion in mind. Not a pro in Revit, but let me study and try it and report back to you.
Thank you for the video. I have two questions and one request :) Since you design with the "Provided Reinforcement of RC Elements" you are not required to create load combinations? Is that why you skipped that step? Does that mean Robot is calculating the combinations and selects the maximum one? My second question is do you have private tutoring? or consultation? Finally, it would be amazing if you could please do a short video on Beam Optimization.
Thank you
Most welcome
For the provided reinforcements, when it asks you to import the load cases, you either import simple cases or combinations.
If you import simple cases, then it will automatically calculate combinations based on the correct code and load factors (you need to make sure you select correct codes in the job preferences).
So far, I have no private tutoring platforms or consultation, if there is demand, I would think about it.
Still, stay tuned to this channel as I will keep dishing out content after content.
And yes, I think a beam optimization video or a (deeper video) on provided reinforcement should be warranted.
Regards,
CEE
Thank you for your wonderful explanation, I am very grateful for what you offer on this channel.
Excuse me sir, I have a problem and I want to ask you
I design a beam in the required, its dimensions are 60 * 30 cm and its length is 5 meters
It is subjected to a positive moment in the middle of 98KN.m and a negative moment at the end of the beam is 100KN.m. The other end of the beam is zero. . It is subjected to a torsion moment in the end of 14KN.m at the end and in the middle of 9KN.m
There reinforcement in required was at negative moment 4 bars dia. 16
The lower reinforcement of the positive moment was 5 bars of diameter 16
for links
10 by 12 cm
..
When I designed the same beam in the provided reinforcement
the program gave a lower reinforcement of 2 bars diameter 16 and an upper reinforcement of 4 bars diameter 16
And gave reinforcement to resist the moment of Torsion 16 bars of diameter 14, and when I changed the diameter to 12, he gave the same number of bars
When designed beam and this beam resist moment of Torsion the program always gives 16 bars
What is the reason for that?
I am using UK code BBS8110
fy=460n/mm2 for main bars
fy=250 n/mm2 for links
Fcu = 25 N/mm2
No based on what you tell me, it seems that the provided reinforcement was higher than the required reinforcement. My guess is that the 16 rebars are required not only for torsional resistance, but to fulfill other code requirements such as maximum center to center spacing of bars.
My advice is to check the "detailing requirements" of the BS code, especially if there is a max spacing of longitudinal bars when under torsion.
I will take a look on it and see if I can add anything to it. Please note that I am more an "ACI" professional guy, and have a little limited knowledge in the BS code.
Regards,
CEE
@@CivilEngineeringEssentials thank you
alhamdulillah
thank civil engineering essentials
Thnx a lot brother, please consider sharing this channel if it helps.
Stay tuned for more content.
Thanks alots ...great work
you are most welcome. If possible, suggest this channel to your frnds.
can assembly bars be cut off and not go through the top side of support. Normally assembly bar is cut off and lapped with top main bars at certain distance from support but in Robot when you click on assembly bar it looks like it is going through the entire length of beam, does it consider it as part of the area of reinf. provided?
For assembly reinforcement, yes you can modify the length and even the starting and ending positions of those bars. All you have to do is click on the bar. A pop-up window will appear where you can modify the length of the bar.
So: In the top tab selection -> Select "Beam - Reinforcement"
Then -> Click on: assembly-Top in the table.
Then it opens a small window with the title "Bar"
In it, There is L1, start and end. you can modify those.
Hope it helped,
CEE
So does auto desk robot also automatically calculate using moment distribution method to allocate the maximum moments and shear and different beam members
As far as I know, it does not. It takes the results from the linear elastic analysis directly.
At 25:45: If the length is less, then 1 meter, then it should be displayed in centimeters, at least in my country that's the standard
That is a really interesting point. I am not sure if robot has such a setting. I will look at it.
Dear CEE, thanks a lot for the great effort. I have a problem if you could help me to solve, I am building my model (RC Bridge) to have moving loads and I have made several load combinations manually as per the design code demands and I want to design the beam accordingly (taking into account the moments and forces due to the moving loads). The problem is that when the beam design parameters box dialog appears, the section of loads combination only states the load combination cases which do not consider the moving loads. It does not allow me to choose the combination cases that I want to design the beam for. So my question is do you know why this issue happened and how I could solve it?
Hello there Engr. Safiya,
you are right. For moving loads, in the design fields, it does not "light up" combinations for you.
However, it allows for the simply cases to be taken into account. So you can choose all moving load steps as you simple cases.
Note that: Autodesk robot is even better when you provide it with simple cases.
Hope it helps,
Regards,
CEE
How did you set the presentation format of the reinforcement plans?, What parameters did you use?, Is it possible to send me a template?
Thank you in advance,
There is a deeper video (kind of a part 2) that may have your answers,
Take a look there.
ruclips.net/video/0_sznBBfl0o/видео.html
Dear CEE, I have a problem with providing reinforcement for inclined beam. The reinforcements that I provided (automatically caculated) is outside the inclined beam. Can you tell me a problem? Thank you.
Hi there.
if you define an inclined beam in Autodesk Robot, robot will have a problem in understanding how development length should be done.
The problem is: Autodesk robot does not "bend" the bars to follow the inclined beam, so the development length extends beyond the concrete boundaries.
This can be fixed by hand in AutoCAD. You would have to open the drawing and bend the bars manually.
Regards,
CEE
Thank you for your effort but, I didn't understand why you chose simple cases. Could you explain a little bit more?
and i am wondering is there a way to uniformly reinforce the beam thank you for your time
If you choose simple cases then it does auto combinations.
Also, it performs deflection control.
You can do that. Just force the number of bars in settings to be for example 4 or 6
But note: it is not economical.
@@CivilEngineeringEssentials I noticed that if we provide the required area of steel that is calculated by a robot, a warning message will appear.for example 3T16 are required reinforcment but the beam fails in bending if we use that number.Thank you for your time
How to make grade ?
Hello
Thnx for your comment.
If you mean: how to make custom sized bars and so on, there is a separate video on this channel.tslming about it.
Stay tuned for more content
CEE
Thanks for this videos but I have a problem when I calculated I got a message of capacity design and I change the section but I got the same message . What can I do ?
I think in this case your moment might be really large. I suspect a possible error in your units (you think you are working with kN force but are actually applying metric tons). Can you tell me the max. Moment and the section dimensions please?
I will make me a more detailed reinforced concrete design video soon.
I fixed the problem by deleted all loads and put it again but I have another problem that when I designed some of beams and put save as so when I came later to open file I found designed beams with problem although I designed it before . Can you tell me a problem ?
@@alaaghuzi4845 it is possible that you may have changed the loads or that it was not even perfect in the first place.
I think I will make me a detailed beam design video after I finish the slab series, so stay tuned for that one.
Thanks 🌹