BCSA/SCI Publication 207/95 section 6.6.
Baseplates of 700mm x700mm or larger should have holes. Additional holes provided for each 0.5m sq.
Hope this is what you need.
(DBD - 27" x27" !! You're probably safe!)
Does anyone have proper advice as to the extent pours can be placed without control joints in this type of construction. My problem relates to a 30m x 90m upper floor where the deck acts compositely with the support steel.
Surface is to be power floated to a good standard so cracking - thru...
part 2 (Timber)2.11.11 - "With roof trusses, purlins or tiling battens may be taken as providing effective lateral restraints, provided they are adequately fastened tothe top chord and are carried back to effective bracing or other support."[as you have said]
Part 7.5 (Rafters){SCOPE}. . . " it...
Thx for the reply. I agree entirely with what you have said but this really is a matter of interpretation of the code, BS5268 parts 3 and 7.5.
There is no clear distinction made about the axis of buckling but the code does say that battens provide effective restraint for bending only. There...
Not convinced that you have a real problem here.
If you were designing a steel beam to support the wall L/360 would be acceptable as a calculated deflection but this is assumed to be only the live load fraction.
In domestic construcion live loads are small relative to the structural mass and...
Help! can anyone clarify the correct effective length to be adopted for compression in the design of a traditional rafter with tiling battens ( house roof say)?
Full lateral restraint can be used for bending but Ley=0.75L or 0.01bL yields incompatible results with published tables.
For example a...
UsfSE is correct In that the beam theory doesn't apply here.
You might however also want to look at things like Icing, creep and reversal due to wind as well as vibration and harmonics which can be a problem for tension structures. You should also seriously consider inspection and maintenance...
thx for the replies.
The UK code allows snow load reduction to zero depending on roof pitch but the point load is to be considered as an alternative case ie. not occurring at the same time in any event. At 0.6kN/m2 snow load effects dont match those caused by a concentrated load but the latter...
Can anyone advise what is the correct method of dealing with the concentrated load of 0.9 kN on a timber common rafter as, by calculation this always produces the worst load case for single span rafters up to around 5.0m. Should it be shared over more than one member or have I read that the...
chaps,
this might not be so useful but i did work out a reasonably simple formulae to use which derives Teng's 'k' value for single or double eccentricity. Trouble is I have lost it - for now at least.
Will attempt to post it when i recover the file it is in if anyone is interested.
if you have not gone down to the library yet to look that lot up the answer you are looking for is simple. Around 0.2% minimum - but even that can go down depending how you designed the thing to work.
Less than 0.15% is a bit mean and might lead to problems as far as crack control goes.
Thick...
I am trying to research wind effects that occur behind a building on the leeward side. For tall, long structures there will be vortices set up which will create problems for traffic and pedestrians for a certain distance behind the building in storm conditions.
Does anyone have experience...
mfrad has nailed it. you dont appear to have all the facts here to judge the efficiency and effects of a different foundation solution. Drilled or mini piles seem the safest way to go if you cant do further SI of your own at shallow depth.
The basement in the other building might say something...
a lab cbr test is not that expensive that you should be thinking of avoiding one. Various formulae have been eveloped suggesting some form of comparison but the figures from those sources dont match in most cases ... so i gave up. The DCP is a good tool but again its difficult to relate the...
Before anyone here suggest FEM again you can solve this one by simple statics and take resultants that are unwanted or extrordinary to a new bracing set. Since the building has been up this long I would assume the damage was only minor. If not, you should check the metallurgy -...
Thanks Chaps however i may not have given you the whole story. POP2514's equation is correct as long as the eccentricity falls within the kern (full marks to richard M). I was looking at the more complex area where, as WHYMRG points out, it seems to get tricky. I have always used tables for...
When loads onto pads give a resultant with an eccentricity outside the kern i am only able to locate formulae that assume single axis bending to determine the base pressure distribution.
There are published charts (Teng etc) that list factors for other cases however i would like to know the...
