Recent content by FLR84

Yes you are right. I downloaded the new standards for crane rails here and the lateral deflection limit has been increased to H/300.

Hi everyone, I am designing a 22m span gantry crane shed with 6.4m bays and a crane rail support at 8m above the footings. There will be two 10 tonne cranes running next to each other. If I model the column bases as pinned, then the footings can be regular pad footings but the size of column...

AS4600 has you check the lateral buckling (lateral torsional buckling) member capacity before leading into the section on "Members subject to distortional buckling". It then states "The following cases, as appropriate, shall be considered" and presents the checks for flange rotational...

phamENG: Thank you for your reply. I am checking the results against two other structural analysis/design programs and also against the designs of some of my competitors. Both other structural analysis programs agree with each other but I am not sure if they check lateral distortional buckling...

Hi everyone, According to the AS4600 commentary, lateral-distortional buckling is more likely to occur in beams such as a hollow flange beams which have stiff flanges. ("The high torsional rigidity of the tubular compression flange prevents it from twisting during lateral displacement"). If...

human909: Using them to build larger span cold formed buildings without having to resort to hot rolled sections.

Josh, thanks for the reply. I can get the Ixx value but no more it seems.

Here are some illustrations of the sections I'm talking about:

Hi everyone, I'm wondering if anyone has any tips on how to determine the member capacity of cold formed cee sections with stiffeners attached? For example, a back to back C35030 section with C30030's bolted to each side of the web? Or a back to back C30030 section with two C35030's bolted...

Hi everyone, I am designing a building where I need a cold form section to resist 280 kNm, 125 kN shear, and 185 kN compression axial force. I am intending to use back to back C40030 sections with stiffeners of some sort to cover the length of the member where the extremely high moment is. The...

MIStructE_IRE: From the paper: "The action of these crest-fixed steel claddings with braced end gable frames has produced a reduction of 33% in the maximum moment and 72% in the maximum horizontal deflection"

Thank you rowingengineer, that paper is very helpful!

Hi MIStructE_IRE, I think the cladding does have some strength - in fact you can basically build a building of this size entirely from cladding without the portal frame. Of course as the span of the building increases the relative effect of the cladding rapidly diminishes but for smaller...

Hi everyone, I'm trying to determine how much wind load a cold formed portal frame can take which is, for the sake of argument, 5m wide, 4m high, with 3m bays. With small structures such as this, the steel cladding can contribute significantly to the strength of the portal frame. I know methods...