help requested !!!!
Hi
I have designed a beam which takes the back of an extension. It spans 5.2m and takes a point load at 2.1m from R1 and I have spliced it 1.8m from R2. I did not use the point load from restaint and have taken 1.2L + 2D as effective length and the beam is bolted to stanchions each end which are still plumb.
Had a phone call last week to say the beam has deflected 18mm at the splice
The calculated deflection was 14mm so initially thought that the splice had slipped.
Went up to site yesterday and the beam is buckling and the deflection at the splice has risen to about 23mm. This is far in excess of the calculated deflecton and all the load has not been applied yet
I came back and re did the calc from scratch including working the point load out again etc and the beam is the same size (305 x 305 x 97 UC) and the splice also works
As the deflection is at the splice I worked back and hand checked unfactored stresses in flange and plates etc and they are OK (the flange stress is 113 n/mm2 unfactored by the way)
In desperation I then re did the calculation and splice with eurobeam and it all works OK
So in theory the beam should be OK and under its current load deflecting about 12mm but its twice this in practice
There is something fishy about the beam as it measures 305mm wide and 315mm deep with a flange thickness of 14mm which does not seem to match the size of a 305 x 305 x 97 UC but I am assured its within rolling tolerances
I cannot see what is going on and the beam is just not working as it should be and wondered if anyone had an idea I am pulling my hair out and am now thinking its the steel itself and maybe its second hand and been overstressed etc
Any comments greatfully received
Thanks
John
