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Your insights are really valuable Kootk. I have a question related to this topic; lets say we anchor the bar in the rib to the rebar mesh in the slab. By anchor, I mean the bar hooks around the main bars of the slab mesh (a 180degree hook), would that mean that the tensile force will be...

Thank you KootK for the reply and apologies for such a late response. The ribs do have rebars in them to resist the tension. The ribs seem puny but, there will be a few cms of 3d printed concrete layer around it which will act as a kind of permanent formwork. I get your point about the...

Thanks for the reply @hardbutmild. Yes this is indeed a very unusual geometry for a foundation. I am working with a client who are 3d printing these foundations and varius other concrete elements and this is a optimised geometry they have come up with.

I have an foundation that has a rather thin bottom slab i.e. 120mm (with a single rebar mesh) but has 8 inclined concrete ribs that connect the column to the bottom slab, one at each column corcer and one at mid point of each column face. The hight of the ribs is almost 500mm. The size of bottom...

We have a situation where anchor bolt grout pockets for a industrial silo are casted at the wrong location such that the whole bolt assembly is off set by a few degrees. The pockets were casted against a spiral steel pipe and were meant to be filled with epoxy non shrink grout after installation...

We have a situation where we need to support the columns for an outside staircase on a corbel extending from bottom slab slab of the building, as shown in the attached figure. I have seen design and analysis procedures for an isolated corbel but I can't find much for a continues corbel. Since we...

I think we will have an elastic support only in the case of a friction pile. In our project, all piles are end bearing pile and are supported on solid rock. I believe in that case we can consider the piles to be pinned supports?

Thanks for the reply. Yes the analysis model is assumed to be linear elastic and slab moments are analyzed using the wood and armer method. I have the principle shear forces from the FEM model but the shear should be checked at a distance of d from the support. So does this mean that I check the...

Thank you for the response and the quick calculation :) Actually the pile slab is not just taking the water loads; the top slab of the water tank is part of the building floor system and the floor is quite heavily loaded. so that load will be carried through the walls to the pile slab in...

We have a pile slab that is supporting water tank walls and two columns. The piles are fairly evenly spaced but the spacing is decreased around the columns and wall corners. Minimum pile spacing is around 1500mm. Piles size is 350mm x350mm and the pile slab is 800mm thick. The pile slab has been...

I have a situation where we need a floor slab on top of a pile cap. Ideally, the pile cap can serve as a floor slab, but this would give us a very thick pile cap. So instead the manager is proposing a compacted gravel layer on top of the pile slab. The idea is to have a thinner base slab on...

I am designing a flat slab and I want to give a basic top and bottom reinforcement and then provide additional bars where required. I have seen that being done once or twice but I am not sure if there are some additional requirement that need to fulfilled. I mean should we consider them as...

Yes I ended up making the column strips and middle strips and averaged the moments across those strips and it gave me a reasonably good moment distribution. As for the design moments, the software has an option of giving the design moments and I design based on those (I am not sure if it uses...

Thank you Kootk for your reply. I understand that both x direction and y-direction moments will be redistributed. But what I am confused about is in what direction should I redistribute the x-direction moment. Judging by your comment about distributing perpendicular to the strip, I believe I...

@r13, I am not sure if the software will allow me to do that. I have line supports at the edges and I will have to release the moments for the whole line support. The slab is actually supported on walls and I have given some partial fixity to the line supports to simulate the wall supports.

I am designing a slab for blast loads. The slab is supported on wall on the edges and two column and the middle span is unsupported. I have made a FEM model is the RFEM software and the moment results are attached for the the x direction. As can be seen, I am having very high moments at the...

I know its very late now, but I talked to the project manager and we ended up increasing the thickness of the walls to avoid shear reinforcement. Thank you all for you answers. I usually get a email notification when there is a reply to my thread but I guess for these replies I did not get any...

I am designing a underground tank where the depth of the tank is 9m. I am getting have high shear at the vertical joint of the walls and it seems i would need some kind of shear reinforcement at the wall corner. But i am not sure if these results are realistic since i have never seen shear...

Thank you retired13. I am designing according to the eurocodes and the eurocodes ask us to use ULS load combinations to find the number of required piles. I have one more question: the base slab of pump station is extended outside from the outer walls to assist in resisting the uplift pressure...

Thanks for the replies. I have actually modeled them as nodal spring supports at the pile locations. I am not sure if i should use the soil springs under the base slab in addition to the nodal springs for piles. Also i think i should be using SLS load combinations to check the number of piles.