You can find a selection of UK code based books on our website at http://www.sda.co.uk/booklist.htm . This list is of books that I have personally bought and think worth recommending to users of our software.
The approach we adopt is to assume that across the span the bolts are transferring the calculated load proportion from the timber to the plate, and at the bearings the load carried by the plate is transferred back to the timber. Standard UK practice is to make the plate slightly less deep than...
http://www.ihbc.org.uk/context_archive/70/floorloadings/floor.html "Floor loadings in historic buildings" refers to an English Heritage paper which found (IIRC) that actual floor loads in offices rarely reach half the standard design value.
I thought this was a stupid question until I looked at the TEDDS website http://www.cscworld.com/tedds/tedds.html . I am still none the wiser as to how I could buy a copy if I wanted to.
I worked in Building Control for eight years and checked lots of the simpler calculations - my qualification is as a Building Surveyor and at university I was probably the only student in my group who looked forward to the structural engineering classes. The key thing is to know the limit of...
henri2, you've got it. We work on U-values which is the heat loss (W) through 1m2 of wall (etc) with a 1C temperature difference, so the lower the value the better. The US method of R values is simpler in that you just add up the R values of the components.
Where the complication comes is when...
The procedure is explained in the L1 Approved Document which is available from the ODPM web site odpm.gov.uk. It's very simple until you get to constructions with alternate heat paths (e.g. insulation between timber studs). You might also check out our SuperHeat program www.sda.co.uk/shw.htm...
Can I mention our own SuperBeam program - single member analysis of beams and studs. www.sda.co.uk/sbw.htm . Google on BS5268 software will give you a number of other choices too.
The normal beam equations assume that the steel is stressed within the range where normal elastic behaviour occurs. To bend it you need to stress it to a point where it yields.
http://www.barnshaws.com/welcome.php
http://www.anglering.co.uk/
are the two best known UK firms in this field.
You have to buy them and they're not cheap (in the UK anyway). The UK source is BSI - see http://www.bsi-global.com/Eurocodes/index.xalter
Tony Bryer SDA UK 'Software to build on' www.sda.co.uk
Check out our web page http://www.sda.co.uk/info/sbw/flitch.htm which explains our approach (using UK codes, but the principles will be the same anywhere)
We produce several programs - mainly for the UK - that handle simple beam and column design: the USA version info can be found at www.superbeam.com . I think most of us aged 30+ appreciate that any structural calculations will, at best, only be accurate to a few percent if for no other reason...
This is an interesting question for those of us who write software and have to decide whether something is acceptable or not. For example the AISC code refers to 0.66Fy = 23.76 for A36 steel, whilst most textbooks use a value of 24. The difference is just over 1% which, as already stated by...
The 0.9kN (200lbs approx) concentrated load requirement represents the weight of one man. IMO you should be able to show that if this load is applied at any point the structure will safely sustain it. The envisaged situation is that of maintenance access so it is arguable that if you are...
Well yes, it is the meaning of "fully stressed" that I am wrestling with. My initial reading of it was that it meant that fb was more or less equal (for a compact section) to 0.66Fy, i.e. any greater load would (notionally) cause a failure in bending. Where Fb is much lower so as to prevent...
