Thanks for the info!
In my case I basically have a small roof that is pretty braced out, so a simple flange yield check and acceptable deflections and I'm good to go. Forces are very low.
One thing they don't explain at all as far as I can tell, is what is meant by "Intercept", "Slope" and...
I've read through our Aluminium Code here in Australia (AS1664.1), and it isn't clear what-so-ever. Not much time has gone into writing it.
Anyway, I've never specified/designed Aluminium before.
I have a small roof to do. Rafters are Aluminium RHS, with Al. RHS struts inbetween like blocking...
Thanks BA.
At this stage I can't change their design, merely trying to certify.
If a angle was used, the same calculation needs to be made on the point load on a 'flange', so I still need to figure that out correctly.
Its a 300PFC, with a 66kN point load. I did a quick check to see what width...
Thanks for that Hokie, looks like a good resource.
Any decent one out there for Yield Line Analysis in general? Unfortunately it isn't something that is taught at University here, and I'm yet to come across the need for it in what I've been doing.
Ever learning!
Web is restrained at that height though, so it may not yield before the flange does.
Any good literature on Yield Line Analysis?
There are a few design guides from the Australian steel institute that are great, and reference it, but nothing on it really.
It is a PFC with a gravity point load resting on the bottom flange. The bottom flange is a track for a moveable jacking system.
PFC itself is continuously restrained against torsion, so its essentially just a point load bending the bottom flange down.
Just not with it at all today it seems...
Brain doesn't seem to be working this morning.
Just need point in the right direction really.
Large point load on the bottom flange of a Channel. Just need to make sure it doesn't yield. Don't have any finite element packages available to use at the moment.
Where should I be looking for...
If the cleat is thick enough and the bolts have enough shear capacity, it could transfer a fair amount of moment.
It will, however, rotate a bit before it does this.
With an end plate setup, with bolts acting in tension, very very little rotation is allow in the joint.
It's all about...
Column in the middle is great for the Rafter size. Won't do much for your column size, as this stiff knee still needs to provide the bracing. It will also help with the footing sizes, greatly reducing the uplift on each.
As for frame spacing, this needs to be with consideration of the purlins...
Our start wind speed for residential in this area is 40 m/s. Further north jumps to above 70m/s.
will have a look at that document. I doubt they would withstand much by the looks.
Yeah it is. Its a aluminum lourve type roof. Horizontal 'planks' that turn to close up and form a roof, open to let in sun.
pretty small things, say 3mx6m, probably 3m off the ground.
16.7 m/s isn't much at all. Light breeze here.
We have a client importing some roof/patio type structures from Italy. They specify they are compliant with a wind Class 4.
Which code is this from?
I need to try equate it back to an Australian equivalent. Our winds are expressed in "m/s" are a peak 3 second gust speed.
Any help appreciated.
Our standards basically have extensive coefficients for rectangular enclosed buildings, with allowance for dominant openings. Or it has free roofs and hoarding coefficients in the Appendix.
There is no case for open type buildings really.
Most of the coefficients come out fine. Its just the...
Internal pressure as defined by our standards.
Building is L shaped with a normal gable warehouse roof.
Wind hitting either of the walls first would result in standard roof, windward and side wall pressures. There is no leeward wall to have pressure on, only the inside face of the windward...
