The lack of material available, my lack of experience/knowledge, the small fee and limited time for the job has proved difficult.
I am amazed there is not a similar example published somewhere.
Bolting it to a masonry wall is the plan.
Unfortunately I have got to go.
Thanks to everyone again.
I will have a look at this thread again tomorrow.
Cheers.
Here are a few extracts including 3.6.2 and 3.6.3 etchttp://files.engineering.com/getfile.aspx?folder=9b093f7a-70b6-4b78-aaea-037939166aad&file=BS5950_extracts.pdf
Yes I have read that also.
But................Clause 3.6.2 Is titled.........Doubly symmetric cross-sections. In this case, the section only has only one axis of symmetry.
Clause 3.6.3 is for Singly symmetric and unsymmetric cross-sections but this clause is not telling me Zeff = or Aeff =...
Somewhere in that code Z eff has to be defined. I can only assume that for members with slender elements there is some reduction in "Z" as a penalty. Z eff has to be in the specification somewhere.
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Yes i follow you. But it is...
Z eff is defined as the effective section modulus in BS5950.
However the code does not give a clear indication on how to evaluate this number.
That is where I am stuck.
Thanks guys.
The stem/web local buckling check is the check which is troubling me. The effective section properties (i.e. Z eff) is what I cannot put my finger in.
It is not as simple as using Zx to evaluate moment capacity. According to BS5950 anyway. It says for Class 4 slender members...
I do not know how to find the moment capacity of a cantilevered "T" beam which has no lateral restraint.
Finding the relevant section properties i.e. Z eff are proving beyond me.
See architect Sketch...
I am attempting to design a structural steel "T" cantilever beam for a balcony. This is proving very difficult. I have managed to model it to find a deflection but moment capacity is proving impossible. Can anyone help?
Thanks.
