First thanks for the series it help me great reinserting in structural designs, I've been solely an on site supervisor/mangement during my carreer despite my engineer degrees, and next the issues of snapping seemed to have resolved in the later version of Robot ( i'm using 2024 ) since i used your first method as to just put a second DXF plan at -7.00, same for the slabs had no issues snapping them. kuddos, for the explanations and your impressive problem solving skills,, you da best keep rocking.
Hello there ^_^ thanks a million for your comment. I think of updating my RSA to 2024. Coz you saw what happened there Feel free to ask or suggest anything to this channel, it helps it and the viewers a lot. Regards, CEE
I really appreciate your effort sir. Your videos are very thorough and basic for young engineers. Sir, I was wondering if it is possible model the real behaviour of expansion joint in robot structural analysis. Also, can someone find a way of carrying out live load reduction as per the different codes in the same software. If the above are possible, could you demonstrate how achieve those in your subsequent videos? Thank you sir in advance
Dear CEE, Thanks for your VDO about Basement walls, Does the Basement wall can help carry axial load from column or not? when we model basement wall from one column to other column?
1st thank you for your effort, 2nd I saw you use a floor option to model basement walls and this may lead to some problems in snapping the wall edge ...
You are most welcome. Yes, I agree, with walls you can avoid snapping at the bottom of the story. But please keep in mind that, if you are using "walls" instead of "floors" to model basement walls, later during the design, Robot will think that the basement walls are "shear walls". That is why I am using "floors" not "walls". Huge thnx for your comment. Stay tuned for more content, CEE
Huge fun of your content sir. I have a question, why you didn't applied reduction of the moment of inertia in the walls, but did in the columns? Also, the reduction of the moment inertia factors in the ACI 318 apply to both factored loads design and service loads serviceability checks? Thanks in advance.
For the basement walls, I was not sure about which reduction to use, should I use the 0.35 factor or the 0.7 factor, so I kept this for later. Reason: I am thinking of the basement is more of a "column" or a "beam". About using the reduction for checking displacements: Short answer, yes. Because your "unfactored/service" moments are higher than the cracking moment of your section. Here is a more detailed answer: if you're dealing with a reinforced concrete structure the ACI stiffness reductions are about directly accounting for the effect of the reduction in the stiffness of your members once they are have cracked. So if your design actions are greater than the cracking moment (which is almost always the case for a well proportioned structure) then you should consider the stiffness reductions for both strength and global lateral drift checks. Pretty sure ACI says this type of thing explicitly, that any modelling should take account of the degree of cracking expected at that limit state. Regards, CEE
@@CivilEngineeringEssentials I really appreciate your answer sir. One last question if it's possible. Those cracked inertia factors also apply for beams and slab vertical deflections, or only lateral? Do I also have to reduce the inertia even further with the effective inertia equations stated in chapter 24 of ACI 318 for cracked concrete or it is not necessary? Thank you in advance good sir.
I think it should be applied to lateral. Actually, all inertias are by definition "lateral" resistances. The vertical resistance, I am assuming you mean columns and walls, is mainly provided by cross sectional area. It was not reduced. Regards, CEE
I was more appreciating the hard work of junior engineers that usually gets unnoticed. It is a true story that happened to me. If my commentary was misunderstood, then I apologize.
First thanks for the series it help me great reinserting in structural designs, I've been solely an on site supervisor/mangement during my carreer despite my engineer degrees, and next the issues of snapping seemed to have resolved in the later version of Robot ( i'm using 2024 ) since i used your first method as to just put a second DXF plan at -7.00, same for the slabs had no issues snapping them.
kuddos, for the explanations and your impressive problem solving skills,, you da best keep rocking.
Hello there ^_^
thanks a million for your comment. I think of updating my RSA to 2024. Coz you saw what happened there
Feel free to ask or suggest anything to this channel, it helps it and the viewers a lot.
Regards,
CEE
Good stuff. I hope you will end it with foundation design. Most probably a raft
Yep
Once the modeling is complete
Pls remind me.of that later.
Stay tuned for more content,
CEE
@@CivilEngineeringEssentials yeah i will
I really appreciate your effort sir. Your videos are very thorough and basic for young engineers. Sir, I was wondering if it is possible model the real behaviour of expansion joint in robot structural analysis. Also, can someone find a way of carrying out live load reduction as per the different codes in the same software. If the above are possible, could you demonstrate how achieve those in your subsequent videos? Thank you sir in advance
Thank you very much for your comment.
That is a really great suggestion. Yes, I will include this during this series.
Stay tuned for more content,
CEE
Dear CEE, Thanks for your VDO about Basement walls, Does the Basement wall can help carry axial load from column or not? when we model basement wall from one column to other column?
The basement wall helps in carrying the axial load with the column. Because in our model, we are connecting the slabs to it.
Regards,
CEE
1st thank you for your effort, 2nd I saw you use a floor option to model basement walls and this may lead to some problems in snapping the wall edge ...
You are most welcome. Yes, I agree, with walls you can avoid snapping at the bottom of the story.
But please keep in mind that, if you are using "walls" instead of "floors" to model basement walls, later during the design, Robot will think that the basement walls are "shear walls". That is why I am using "floors" not "walls".
Huge thnx for your comment. Stay tuned for more content,
CEE
Huge fun of your content sir. I have a question, why you didn't applied reduction of the moment of inertia in the walls, but did in the columns? Also, the reduction of the moment inertia factors in the ACI 318 apply to both factored loads design and service loads serviceability checks? Thanks in advance.
For the basement walls, I was not sure about which reduction to use, should I use the 0.35 factor or the 0.7 factor, so I kept this for later.
Reason: I am thinking of the basement is more of a "column" or a "beam".
About using the reduction for checking displacements: Short answer, yes. Because your "unfactored/service" moments are higher than the cracking moment of your section.
Here is a more detailed answer: if you're dealing with a reinforced concrete structure the ACI stiffness reductions are about directly accounting for the effect of the reduction in the stiffness of your members once they are have cracked. So if your design actions are greater than the cracking moment (which is almost always the case for a well proportioned structure) then you should consider the stiffness reductions for both strength and global lateral drift checks.
Pretty sure ACI says this type of thing explicitly, that any modelling should take account of the degree of cracking expected at that limit state.
Regards,
CEE
@@CivilEngineeringEssentials I really appreciate your answer sir. One last question if it's possible. Those cracked inertia factors also apply for beams and slab vertical deflections, or only lateral? Do I also have to reduce the inertia even further with the effective inertia equations stated in chapter 24 of ACI 318 for cracked concrete or it is not necessary? Thank you in advance good sir.
I think it should be applied to lateral. Actually, all inertias are by definition "lateral" resistances. The vertical resistance, I am assuming you mean columns and walls, is mainly provided by cross sectional area. It was not reduced.
Regards,
CEE
I think you were a little mocking while building the model...
I was more appreciating the hard work of junior engineers that usually gets unnoticed. It is a true story that happened to me.
If my commentary was misunderstood, then I apologize.