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...
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...
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...
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...
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Hi everyone,
Specific example --
I have a portal frame with a knee brace. The knee brace is coming in at quite an angle to the rafter. Could the knee brace provide twist restraint to the rafter, given the web of the knee brace is connected to the web of the rafter using three...
