Kieran,
Thanks for the quick response.
Might work but I think it maybe a variable of what I'd thought of which was to form a steel ring beam at eaves level to prevent spread. The problem with this is that the 1st floor is then hung from the roof rather than it working the other way around.
We have a project on site and have noticed and issue with the design. Its a new house and we have a steel roof frame supported on external masonry cavity walls - the horizontal span is approximately 6metres. The 1st floor extends vertically into the roof to form a cathedral ceiling so...
Can anybody offer some guidance on whether brickwork and concrete (from an existing building on site) can be re-used in all or some of the following. General backfill to basement retaining walls, to a driveway and to a car parking area. The project involves the demolition of an existing building...
The concrete floor stiffness (around the core) is considerably less than the stiffness of the lift core (as a whole), and therefore I've always been told to ignore any contribution it makes to that lateral stability (makes the calculations easier too). For me the floor is only relvant to the...
To limit deflections in uniformly loaded slabs, I'm aware of the rules for span/effective depth ratios i.e. 20 for simply supported slabs and 26 where continuous(UK Code). Can span/effective depth ratios be applied for transfer slabs given the non-uniform loading. The code says that deflections...
Following on from my last response. to calculate torsional deflection using the T-section analogy-this could be done using simple beam deflection formulae (for the flange plate of the T-section) and will give a conservative answer-any thoughts?
Josh... thanks for the reply. this seems a good and simple approach and I'd like to hear if anybody has any concerns about this approach. i guess in closed sections i.e. box sections, this approach is even more conservative as it neglects the resistance provided by the 2 other sides of the box...
Yes i think that BA's points on insulation etc should be looked at 1st. I'm suprised the contractor/client haven't considered the insulation unless i'm missing something. Obviously any insulation and plasterboard added at rafter level will stress the the rafters more.
the concrete ring beam might be the reason the roof is still standing! so i think it would be worth checking this. can you imagine if you specify lots of additional strengthening works and then the client gets an independent opinion from another engineer who's able to prove the ring beam is...
i'd go with the helical piles. saves on excavating and having to remove soil-alot cleaner job. but will depend on the size of porch etc as the walls made need strengthening to span between piles. can be done using bed joint reinforcement epoxied into the moatar joints
thanks for all your comments. it does seem riduculous the more i think about it. but if that's what the manufacturers say and the clients are keen to use it, i guess i can only give them my concerns in writing. i'm not sure if i owe the cleints anymore duty of care.
