feeloscar:
Etabs is better when it comes to buildings while Robot is superb when it comes to bridges and culverts.

do you use revit also? I want to know how the 2D drafting looks like

hakeem4:
do you use revit also? I want to know how the 2D drafting looks like

I don't use revit for drafting, but Decode has shown how to draft in revit on youtube.

hakeem4:
do you use revit also? I want to know how the 2D drafting looks like

Revit for formwork drawing is superb!

yungmin:


Revit for formwork drawing is superb!

you do formwork drawings? like for concrete?

hakeem4:
you do formwork drawings? like for concrete?

Yes Engineer

hakeem4:
you do formwork drawings? like for concrete?

I may not have understood you, but by formwork, I was referring to layout drawings

yungmin:


I may not have understood you, but by formwork, I was referring to layout drawings

when I meant firework. I meant temporary molds into which concrete or similar materials are poured.

@hakeem please a quick question. Do you model structures with plates in it? I.e, you model the slab in staad. Have you noticed any difference in the results between using the floor load and applying plate loads to plates (slab)? Please, check. I am seeing very significant difference in the beam moments and I can't explain why.

Please, examine this simple model. The beam moments are significantly reduced with the plates in place

yungmin:
@hakeem please a quick question. Do you model structures with plates in it? I.e, you model the slab in staad. Have you noticed any difference in the results between using the floor load and applying plate loads to plates (slab)? Please, check. I am seeing very significant difference in the beam moments and I can't explain why.

if you model it with plate. Then you’d have to understand thin shell theory. It’s the same with Etabs, If you model with thin shell and membrane you’d get different moments.

Let me try my best to explain the difference why we have conflicting moments.

Modeling with membrane/floor loads means that all the loads are directly transferred to the beam and the slab doesn’t have out of plane bending stiffness.


But plate or shell have out of plane bending stiffness then distributes the load accordingly to the stiffness of the supporting beam. It also takes part of the load in form of flexure

yungmin:
Please, examine this simple model. The beam moments are significantly reduced with the plates in place

id go through it tomorrow at work

hakeem4:
if you model it with plate. Then you’d have to understand thin shell theory. It’s the same with Etabs, If you model with thin shell and membrane you’d get different moments.

Let me try my best to explain the difference why we have conflicting moments.

Modeling with membrane/floor loads means that all the loads are directly transferred to the beam and the slab doesn’t have out of plane bending stiffness.


But plate or shell have out of plane bending stiffness then distributes the load accordingly to the stiffness of the supporting beam. It also takes part of the load in form of flexure

I totally understand this. My worry is the fact that the difference in moment is very significant. It is almost half times lower when you model with plates. So, does it mean that modelling without plates is being excessively conservative?

yungmin:


I totally understand this. My worry is the fact that the difference in moment is very significant. It is almost half times lower when you model with plates. So, does it mean that modelling without plates is being excessively conservative?

almost half? Okay let me check the moments tomorrow

hakeem4:
almost half? Okay let me check the moments tomorrow

Okay, thanks

Please, check this in etabs to compare as well. Thanks

yungmin:
Please, examine this simple model. The beam moments are significantly reduced with the plates in place

hello yungmin, I went through your model and the reason why you’re getting varying moments and shear force was
1) on staad pro, the density of concrete is 23.6 kN/m3 while you manually assumed yours for your floor load as 25kN/m3. But I had to remove the self weight and assume a load of 3.6 for both of them.
2) because plates does not distribute by tributary areas. Floor loads has triangular and trapezoidal loads while plate load is basically finite elements and works with stiffness.


The plate load is the way the slab would behave in reality. In real life there’s nothing as one way or two way slab.

I compared your model with mine on Etabs and we’re getting similar results. I hope I answered your questions

Thanks bro. I actually figured the concrete density discrepancy out and reduced the floor load to 3.6 as you just did. But still, there was still significant difference in the moments. And now that you did it in etabs as well and have similar results, it means the output is okay but modelling without the plates is just more conservative.

If you don't mind, please, share typical bending moment figures from etabs for the beam. I just want to see the difference. I know from my end, the moment of the beam (max) with plate elements was 21kNm why that without plates was about 36kNm.

Thanks alot for responding.

hakeem4:
do you use revit also? I want to know how the 2D drafting looks like

I use Revit only for drafting unless reinforcements drawings

yungmin:
Thanks bro. I actually figured the concrete density discrepancy out and reduced the floor load to 3.6 as you just did. But still, there was still significant difference in the moments. And now that you did it in etabs as well and have similar results, it means the output is okay but modelling without the plates is just more conservative.

If you don't mind, please, share typical bending moment figures from etabs for the beam. I just want to see the difference. I know from my end, the moment of the beam (max) with plate elements was 21kNm why that without plates was about 36kNm.

Thanks alot for responding.

wow, I have deleted the file. But I got the same results with staad, while using plates and membranes

Hakeem4 Good Afternoon Sir. What version of Staad pro Connect are you using I downloaded update 6 but cracking it has been a problem. After cracking it the email sign up page comes up which I don't think is normal. Any advise or suggestion on the best CE update to download

KunleyY19:
Hakeem4 Good Afternoon Sir. What version of Staad pro Connect are you using I downloaded update 6 but cracking it has been a problem. After cracking it the email sign up page comes up which I don't think is normal. Any advise or suggestion on the best CE update to download

pm me

https://www.youtube.com/watch?v=lubL19F62cM

KunleyY19:
Hakeem4 Good Afternoon Sir. What version of Staad pro Connect are you using I downloaded update 6 but cracking it has been a problem. After cracking it the email sign up page comes up which I don't think is normal. Any advise or suggestion on the best CE update to download

Please,let me know if the physical modeller is activated in the version you downloaded. Dear @hakeem4 , do you have the physical modeller activated in the version you use?

yungmin:


Please,let me know if the physical modeller is activated in the version you downloaded. Dear @hakeem4 , do you have the physical modeller activated in the version you use?

yes. i use update 7 and it is very active

hakeem4:
yes. i use update 7 and it is very active

Wow, please, is there a way I can get it? Even if it means paying.

yungmin:


Wow, please, is there a way I can get it? Even if it means paying.

email me I’d send the file tomorrow

hakeem4:
email me I’d send the file tomorrow

I just sent a PM. Thanks alot

yungmin:


I just sent a PM. Thanks alot

I have replied you

hakeem4:
I have replied you

Thanks alot bro.

Proceq Schmidt hammer test in Nigeria


https://www.youtube.com/watch?v=B5pO0GmOAu8

Schmidt hammer os 120 for light weight concrete and sandcrete


https://www.youtube.com/watch?v=bOmU0GLnOgE

@Hakeem4 have you seen this image allegedly taken at MM2? Why would they place columns at the expansion joint? Na wa