What i done is I increased the size of footing to 2.8 x 3.5m. I find it huge for boundary wall eccentric 6m column c/c and 4m height but the uplift becomes negative pressure now. I extended down also the footing to have additional soil weight and it helps. Only the thing is that the size is too...
What i mean is that there is negative pressure on one end and positive pressure at the other end. How to deal with the positive. In my understaning positive is uplift and is tension. Please correct me and how shoud i deal with the psositive pressure. Thanks
There is soil..foundation is completely sitting on the soil. When checking the bearing pressure it has negative at its one end and postive pressure at the other end.
Hi sirs. I am designing an eccentric footing and it has tension at its end..should I need to increase the footing size to remove the tension or only top bars are enough to resist the tension..Thanks
Thank you Lomarandil.If it is considered as corbel then horizontal stirrup is required instead of vertical. But in my opinion since the end cut out is far from the face of support which is the panel then it is not conaidered as corbel..yes maybe someone can give clarification on this..well just...
Hi to all of you. Can I ask your suggestion and insights.
I have precast panel with cantilver beam at its end. The end of the cantilver ia loaded with beam perpindicular to it. It has cut out to sit the perpendicular beam and then grouted. My question is that the small cut out at the end of the...
Hi rapt. The doubt is that the aci not clearly mention at which section should be checked for 2Mu minimum. On the other hand PCI states that this provision is applied at critical section. In the case of having straight strands the critical section is considered at midspan.
Thank you guys for your comments. I have read also that when Design Strength Mn is 1.33 greater than Mu then provision for 1.2 Mcr is waived. In my case Mu is 28kN and Mn is 41kN. Is it correct? What code use for 1.33 because as I know aci use 2Mu?
Many thanks for your help.
Many thanks KootK. In my case the Mn is greater than 1.2 Mcr at the location of maxim momemt. Hence i think the HC slab is safe and accepted.I still do welcome new commemts.
Hi
I have hollow core slab with design strength Mn < Mcr but greater than the Mu factored load.Is it automatically considered as failed and will crack in the future? Hope to receive clarification to this matter. Thank you.
