Thanks for the replies
Seems like it's a bit of a grey area for engineers, and probably best to avoid this sort of work if possible.
Only do them if you have to, and make sure you allow enough in the quote to be as comfortable as you need to!
Load testing would be great, but sounds...
We've been asked to look at a suspended concrete floor in an existing building (built around 1980) to advise on load capacity. There are no existing drawings available.
Out of interest, how would this process occur? If the client does happen to find some drawings, I could analyze it no problem...
I am looking for a simplified design method for a soldier pile wall. I have the more complex ones that require iteration, but i was once taught a much simpler version, that I have since forgotten!
It is just for small walls
Thanks very much
Where you need to come into the side of the beam to save head height, instead of a face hanger we often put a nailing plate on the bottom flange and notch the joist
I've got a set of 32 MPa concrete cylinder test results in front of me.. it reached 29 MPa after 7 days at 21 deg C, then two tests at 28 days came up at 39.5 and 40 MPa. That concrete was not specified to be high early strength
If you're only worried about strength, you can't go too wrong with...
With the teflon bearing seat solution that was provided for the Pittsburgh building, is there anything holding the beam on the bearing plate or is it just sitting there?
THis type of bracing using metal strap cross bracing is very common in Australia. It has reasonable bracing capacities according to our timber framing code, however it is more flexible than sheet (ply) bracing, so we often try to not use it soley on lower floors as the structure can be wobbly...
Yes that all makes sense. In regards to your last paragraph, I understand that the amount of reshores maybe less because you're not having to work with timber spans. However in the case where you only had reshores at midspan, each reshore would need to have a much greater capacity than the...
I did a lot of reading about this recently - there's lots of good information and case studies on the web. From what I read, basically what LowLax is saying is all true. Unless you want one for portability or aesthetic reasons, there is not much point as it ends up more expensive than normal...
Another question about backpropping of a suspended slab (not in a multistorey building)
It appears to be common practise around here to strip formwork after a number days and replace with backprops. I have seen backprops at much fewer (at greater centres) than the props that were holding up the...
The presence of the 'hole' due to the column penetrating the slab shouldn't affect the punching shear strength, as the shear crack will generate from near the edge of the plate diagonally outwards, away from the column.
As long as you put plenty of longitudinal top reinforcement in both...
Every sawn joint detail i've seen has every second bar of the mesh cut minimum, or has a special dowel system that requires no bars to be continuous across the joint.
If you don't cut any bars across the joint, then it seems to me that you haven't actually made a joint that can shrink more than...
