Thank you for the explanation, I am not sure why in total displacement the bulb are not uniform since the loads are uniform? I mean if yo see the ''pressure bulb'' in the stress distribution below a strip footing it will be uniform increase below the footing, but here it is not uniform. I tried it but still have the same results, is there any explanation for that?
Thank you for the presentation which is very useful. It does not appear that the ultimate limit state of c. 615 kPa can be achieved by using Plaxis to model (note: hand cal will show you 615 kPa using published geo bearing capacity equations). For medium dense sand (say phi = 30 degs and c' = 0.1kPa) if you add a 0.1m thick material (linear not MC model), you will obtain the same results of hand cal. But for higher phi, it does not work. Also, you may wish to check the plastic failure points (many are along the near surface) which does not represent the true failure in the soil below the footing. I would very appreciate if anyone could comment and advise on how to use Plaxis to obtain ultimate bearing for dense sand.
The output curve presented don’t seem to have fully developed (reach a plateau), which hints that the calculation reaches a point where there is no numerical convergence. Is there a reason for that? In other word, the soil has to reach a zone where fixed loads with continuous settlement, which translated in a curve that reach a plateau not as the one in the model, is there a parameter that could be tweaked or something prior capturing the behavior close to a limit state?
@@GeoStructAcademy Yeah I know but someone was asking about this therefore it should have been mentioned in the video :) to get the capacity in proper units.
@@GeoStructAcademy if material is concrete so it will be the same other than that if foundation change to Mat or square plate material will get change ye?
![[PLAXIS 2D FOR BEGINNER] - Example 2 "Calculate of load-bearing capacity of strip foundation"](/img/1.gif)
Thanks you very much for the class teacher
Thank you for the amazing knowledge.....
Thanks sir, but I have one question:
w(KN/m/m) how could I calculate it?
Thank you for the explanation,
I am not sure why in total displacement the bulb are not uniform since the loads are uniform?
I mean if yo see the ''pressure bulb'' in the stress distribution below a strip footing it will be uniform increase below the footing, but here it is not uniform.
I tried it but still have the same results, is there any explanation for that?
Thanks your video was so helpful for me😊😊
Thank you for the presentation which is very useful. It does not appear that the ultimate limit state of c. 615 kPa can be achieved by using Plaxis to model (note: hand cal will show you 615 kPa using published geo bearing capacity equations). For medium dense sand (say phi = 30 degs and c' = 0.1kPa) if you add a 0.1m thick material (linear not MC model), you will obtain the same results of hand cal. But for higher phi, it does not work. Also, you may wish to check the plastic failure points (many are along the near surface) which does not represent the true failure in the soil below the footing. I would very appreciate if anyone could comment and advise on how to use Plaxis to obtain ultimate bearing for dense sand.
Sir, why the ultimate bc that you have determined in kN
It should be in KN/m2
The output curve presented don’t seem to have fully developed (reach a plateau), which hints that the calculation reaches a point where there is no numerical convergence. Is there a reason for that?
In other word, the soil has to reach a zone where fixed loads with continuous settlement, which translated in a curve that reach a plateau not as the one in the model, is there a parameter that could be tweaked or something prior capturing the behavior close to a limit state?
Can you please share your dense sand material information ? Because when I try to model it I receive some nonse failure results .
when i try to run the same model with same parameter i am not able to cross EMstage 0.7487. what might the reason for that?. thanks in advance
Bearing capacity is usually reported in unitd of load/area so this value should be divided by the width of footing to get bearing capavity value.
width of footing is 1 m , 😃
@@GeoStructAcademy Yeah I know but someone was asking about this therefore it should have been mentioned in the video :) to get the capacity in proper units.
So what will be the unit of ubc...KN/m or KN/m2...??????
Sir, the plate materials will be the same for every where? Or it will get change with other type of load or foundation?
It will be changed, it depends on foundation material and dimensions of foundation
@@GeoStructAcademy if material is concrete so it will be the same other than that if foundation change to Mat or square plate material will get change ye?
@@khushalhappy897 yes
Can you please share similar tutorial for bearing capacity of Raft resting on soft clay with both shear and settlement criteria?
check other tutorials on my channel
Thanks
Sir would u plz make a video on MAT foundation ULTIMATE BEARING capacity and settlement analysis of MAT foundation..😊
we will make new tutorials on many different practical geotechnical applications, keep watching our channel