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Hi Mike, Thanks very much for your reply. The building is in Port Elizabeth, South Africa. "within 50 m of the sea" - wave impact and a Tsunami safe room or a quick way up to the upper floors? I don't want to sound neglegent but if I even mention this to the client/architect I will get...

My designs will obviously be checked by persons who have done this before but I am looking to impress. Some details/questions: We might be doing a wind tunnel model since the building has an unusual shape. The building will be founded on bedrock but is also within 50m of the sea. It will have...

Thanks! I don't have access to the code but does it make provision for downstand beams as well? Ie the column cast at the same strength as the downstand beams.

Refer to image for example: http://imgur.com/2ZaS3CG Now I've been given conflicting advice by two different people who are both considered as structural specialists and are employed as such (to the extent that they are flown around globally to give advice on projects). - The one says that...

Yes that's the way we are doing it at the moment, one person does a quick model and the other does a 'manual' check at the same time to confirm. Doing manual checks can get a bit complex though when one has funny column arrangements for example something like this: http://imgur.com/KYwxgwt...

I would think that a FEA would be the easiest? I am however hesitant to use it since I'm not that aware of the limitations of using FEA. How do you guys go about it?

Higher concrete strength could significantly increase cracking.

Adding those angles won't do anything. What I suggest is removing the beam, installing an I-section of sufficient capacity, and then cladding the I-section using shaped pieces of the original beam to maintain the appearance.

@boolowski, but even the free end of the studrails aren't anchored any more than what a bent bar would offer? And the thing about the code is it doesn't say that the end has to be a bent bar, the free end of the bar could be straight and still conform to code...

Apologies hokie. We use different terminology here so I think it was just a simple mix-up, no offense intended.

@EngineeringEric, no I don't think you can assume that. I've had a few cases where my calcs showed that the local shear was more than the capacity of the slab. I would just design it like one would a beam, and then also check for local punching as well if it was a concentrated force and not one...

Sorry, I thought maybe you meant drop panels or column heads. Drop panels/column heads however often go against the architect's vision for the building so we hardly ever get to use them.

You've never had to deal with punching shear? I refuse to believe that! How do you get away with it?

SABS code says you only need to have it fixed to the tension reinforcement (i.e. the top reinforcement in 99.99% of the cases). However my logic disagrees and I normally detail mine as follows: http://imgur.com/Bu2PMKp. Would it be okay to just have it hooked around the top as per code? How do...

I'm from South Africa and as a structural engineer I tried to do as much research as possible into the collapse. My conclusions are: 1. They stacked brick pallets on a freshly cast slab. 2. They decided to strip both formwork and propping 2 days after casting. To be honest I think that's what...

rb1957: It was a zoning inspection (not really my field but I was the only one in the area). BA: It was a wool factory so I doubt the design loads were very high. The design code in that time was still working stress design or something like that. The main rebar is also totally smooth like your...

@JAE hahahaha. Now that kind of logic would fit in perfectly here!

Mike, The transfer of loads is as follows: 50mm screed (not visible here) -> timber floor -> small bearer beams (the ones that have failed) -> deep beams not supported on walls/columns -> deep beams supported on walls columns If you have a look at the last pic you can see it clearer.

I was asked to do an inspection on a 100 year old warehouse being converted to offices. They had cast a 50mm screed on top of the timber floors. In addition to that there were multiple SUV's parked on the floor as well while they were doing their renovations. The joys of being an engineer in...

Sybie; I cannot really say whether doweling will necessary without seeing a BMD first. If you don't dowel, the bars will only start 'working' after their development length. And since most columns' max moment is at the top and bottom it will render the rebar practically useless. I would would...