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I agreeed with BA, the top face of thicker footings shall not have without any reinfcrcement, or otherwise make the footing tapered (If not uplift) at the end or otherwise expect cracks. But what is the limit at which footing acts as thicker?

So is the mystery solved?

Hi BA, I am thinking to convince architect for a minimum of 24" at end, just for placing rebars easily. Looking for any design literature to check slab thickness for triangular shape slabs. I am using BS code, it gives me moment formula, but not how to check thickness of slab, like l/33 or...

For information at support, beam dimension is 26"x48" deep, which is more than the required dimensions, satisfying the short and long term deflections. Lookinf for minimum 26"X? at end. Architect requires 16".

As per attached sketch, what should be the minimum dimension at the end of tapered cantilver beam. Normally it should be half of that at support. If beam depth is more than required, is there any codal requirement for minimum depth at end of cantilver.

results, who is right??

Have some modelled wood framing in ETBAS. Just wondering, can we just analyze or it can be done modifying the steel or concrete material properties. Originally there is no wood design tab in ETABS.

Can we estimate approx. quantity of rebars from Etabs. I can see concrete volume, but steel weight can be a big difference on quantities.

I agree, if the architect does not want a simple shape, how it can be built simple. I am also thinking to specify varying stiruups sizes.

Thanks BAretired, Just wondering, is it easy to control that spacing pattern on site. Any limitations expected for placement, which would be dangerous, i mean any arrangement which cannot be monitored on site easily.

Hi Apsix, Appreciate if you can give a sketch for your idea.

there is another way to make your top story as master and then column will display in full height. One of my collegue did this. I will double check it for you tomorrow.

Normally stirrup hooks are on top for simply supported beams, is it not good that hook for cantilever should be at bottom face on compression side.

As per Canadian Code, it is allowed, only concern is placement problem. I don't like either lapping the stirrups too. See Canadian code recommendations regarding stirrup lapping.http://files.engineering.com/getfile.aspx?folder=1033b9fa-8cb3-4b33-82de-8bdfa7f89c34&file=SK.pdf

apply loads manually at each diaphagms. assign each level as different diaphragm and apply forces at column faces or diaphragm centre. Auto lateral forces have to be double check all the times.

Thanks for all. Is there any reference material for beam reinforcement in tapered sloped cantilver beams. I have to use arrangement "A", type "Y" for varying stirrup sizes, otherwise each stirrup have to be made different. Two stirrup legs should have development length to act as one.

do u think it can transfer load to the beam. The reason i don't want to use shell, it acts like a flat plate due to nodal degree of freedom, unless you have a flat slab system and no choice to do. Question for you, can u see tributory loading to elements in slope once you assign membrane on...

I am unable to model slope area slab by ETABS. I have a beam slab system, and if i make it membrane with meshing, it gives a lot of warning messages. If i make it shell, it acts like a flat plate and laod being transferred to joints. What is the possible way to model it. Image attached for...

As per attached sketch, please suggest the best arrangement and orientation of rebars and stirrups in cantilver beam. Beam is also supporting a secondary beam at the tip of cantilver (Not shown in sketch). Appreciate for guidance.

thanks.