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As suggested by BAretired, just consider a flat slab spanning between columns and analyse and design accordingly.. Have done this numerous times. No idea of a rough/accurate analysis of zig-zag beams.. I would consider two cantilever beams supporting the central beam if beams need to be used(the...

StrEng007, can you share more data for the same? Like magnitude of compression force, uplift and moment? What type of structure is it? Etc.. Also, I have rarely seen an unreinforced slab on grade. Generally they provide a wire mesh here for every grade slab.

Is it possible to plant some concrete columns(200mmx200mm-4T12 longitudinal reinforcement with minimum required ties) at say 3m spacing? The column rebar should be be welded to steel beam. The wall will then be laterally supported by columns which will be supported by steel beams?

HTURKAK, Thanks for sharing the document. I have read the section 5.5. I still have concern why a base SHOULDN'T be assumed fixed if every service and ultimate limit state is satisfied(even if the soil is weak)? Secondly, lets say a steel column is resting on a pedestal which is supported by an...

HTURKAK, Thanks for the response. The link you have shared isn't showing any data in my browser.

niboo_boss, can you draw a section between the old and proposed foundation as per your design proposal? I want to have a look.. KootK, thanks for this detailed explanation. Personally, I always try to look for some solution which doesn't have any connection to the existing structure; don't know...

I have seen typical details as shown in figures (a) and (b) shared by HTURKAK. And I also have seen many engineers say that a footing can not be considered fixed if the soil condition is poor. However, I believe that if we check a footing(soil) for all serviceability checks, then there is no...

KootK, how do we achieve option 2b suggested by you at site? And wouldn't tying the new footing to the old one will overload the old footings?

jimstructures, I think OP is asking regarding the connection detail between the concrete pedestal/column and footing joint if connection is assumed pinned.

Thanks a lot for your inputs SlideRuleEra and human909. Why is it so?

Spot on! Also, regarding the uplift from swelling clays, I have never encountered that situation until now in my career. Would Love to design with its consideration once.

Most probably from SOIL?

1) The columns, beside roofing, will support walls all along the edges of shed and I don't think a lateral deflection of 70mm is anyhow accepted for concrete block walls. 2) I don't think so. 3) May be, May be not, I am not sure as no one has ever complained about that in past. I have to depend...

Exactly the question I have raised.

Its a general question, varies from project to project. Lets say for example, I get deflections of around 70mm for 400mmx400mm columns. Total height of column being around 7m. If I check allowable limit by H/500, it will be around 14mm.

34'(10.2m) is a very high wall. Can you share the dimensions and reinforcement you achieved in design? It will be a normal cantilever retaining wall?

The tie beam runs between this pile cap to the other? How the bars should develop inside the pile cap, to the other end or just Ld from face of pile cap? Most of the times, the such grade beams are designed as simply supported between the pile caps right?

CloudSan1, that is possible for simple and small projects but in case of projects of considerable size with a lot of columns, it will be almost impossible to make manual checks for each and every column.

If by in-slab beams you mean 'beams with same thickness as that of a slab', I believe such beams can't be used as load transfer beams. Can you share a design reference for such type of beams? As per my understanding, they won't have much stiffness to be considered as supports. Am I wrong?

SlideRuleEra, I am aware of this clause. Am I doing the check correctly considering H/500 as displacement limit in your view then? The only issue I face is very deep columns for such limits and no client likes it.