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Thanks Mike. My concern is actually probably more of the architectural detail. I am just concerned that the cornice being fixed to both the ceiling and the wall will creat possible cracking as they deflect differently. I may be overthinking this but ideally didn't want to have the cornice only...

Does anybody have a good deflection head detail for a timber stud wall? It has been a while since I have done much domestic work and have a new timber stud wall being provided on an existing first floor timber joist layout. There is roof storage above and I want to ensure that the roof load does...

Thank you all for you input. I cannot find or justify 100% an acceptable method to definitely determine the shear at the junction of the drop panel and the slab. I have therefore increased the drop panel sizes slightly to ensure that the final checked perimeter in the drop panel (i.e. where...

Thank you for all you input. csd72 I am not 100% sure what you are referring to. You would always need to check all shear perimeters outwards from the column face until the passes. When determining the critical 'faces' of the shear then this is usually obvious pretty quickly based on the...

Hokie66, I realise the columns over need to be checked also thanks. I can assure you I am not basing any design on 'only the help of firends on the internet' but was just trying to get some other people's input on accurately analysing a situation that I am unable to find any concise literature...

I realise this is a slightly odd situation but the main loads are point loads from the supported columns over, not a UDL on the slab itself. These are being deducted once they are fully within the perimeter being reviewed but as some are a distance from the supporing columns in a few situations...

Sorry I am probably not explaining this very well. The depth varies at the drop panel/slab depth junction. The problem would be how/where the shear perimeter would need to be checked between the 2. In an ideal situation the drop panel would be sized until no links are required and then the slab...

Thanks Rapt. The drop panels are all sized as a minimum on the figure you mentioned. Checking the shear perimeter at the edge of the drop panels however links would still need to be provided. Then checking the reduced depth of the slab from the drop panel onwards links would be required here...

Not sure if it would be relevant in this case but if you were to check the foundations presumably with the slab cast around them you may be able to distribute any lateral load over several foundations.

I have a fairly deep transfer slab carrying column point loads. As expected shear is the critical issue in most areas. When determining the shear on checked shear perimeters is it still fine to assume the load acts uniformly around the full perimeter. There are situations where the columns over...

This question is primarily in relation to BS 8110-1 but would obviously be applicable everywhere although presumably dealt with a bit differently. When sizing a drop panel, (which will need shear reinforcement within it) is it necessary to size it based on the point when no shear reinforcement...

Can anyone recommend a good book or design example of reinforcing a column head? I have a situation where we are providing relatively large column heads due to punching shear. I haven't decided for sure whether we will make them sqaure or tapered. Logically it makes more sense to have them...