Thread: Question for the engineers out there...

The attached document does not appear relevant?

John

Hmmmm,
how so?
I tried to draw up a panel between columns, and then a section view through a column. with the ? member I need to know strength of in red?

Is that not what opens for you?
S

Hi roverrescue,
I used to build sheds/garages and steel framed buildings
The Angle will flex in middle if it is not braced or gusseted to the C150 15.
Box would have less flex.
Are you running another angle at top for the other pivet point as i assume it opens like a revolving door and not a louvered window.

Your drawing is fine but is the sheeting is on ythe outside of the 150 girt then that will be a large external window sill. Could allow for potental leeks in rain depending on your flashings around this.

Will have a look again tonight and a sketch up.

I fit was me I would add a stud from pivot point to floor,or is that not doable?

everything is doable.
I liked the simplicity of no supporting stud

There will be a second angle/SHS running at the top of the window. The window will open like a louvre however will pivot vertically not horizontally. Will allow window to angle to breeze (plenty of them in Cooktown) to funnel it into the shed.

I guess I could also use 75x75x4 ish SHS between columns. I guess its just easier to bolt angle to cleats than SHS?

The sheeting will be attached to the outside of the girts, so yes a large sill. I intended to cover the gap between angle and girt with flashing. I would rake the lower flashing for runoff and window swing clearance. I just cant see a way to pivot the window at girt position, and still maintain full length girts?
It may allow some water entry but the very design of a central pivot window makes sealing challenging anyhows.

thanks for ideas

S

Originally Posted by roverrescue

everything is doable.
I liked the simplicity of no supporting stud


I guess I could also use 75x75x4 ish SHS between columns.

You are in a Cyclone rated area??? ...

The idea of "75x75x5mm equal angle / 3000mm span" .. doesn't sit well with me .... Too many deflections

I would grab 2x 75x75x4 SHS .... & place 1 on top of the other (you end up with a RHS)

Bolt ends to studding
Grab a jack & put it in the middle of the span .... and wind the jack so the 2x 75 SHS has a "2mm up camber" ..... Weld the middle join seam where the 2x SHS are sitting

Presto ... You now have a 150 x 75 RHS with cambered finish to take the full weight of the centre pivot .... Just pack the ends to suit


I am NOT a Engineer .... So this is to be treated as a "Idea only"

Mike

Definately "cyclone" area. W50 wind rating.

But this is not in anyway a structural member.
hence the reason I dont want to intefer with the full length girts that are structural.

This member simply has to support ~50kg from a central pivot.

i guess my block and tackle runs on about 3m of 75x75x3mm and Ive swung a 300tdi plenty of it... some deflection but nothing drastic.

I guess I just want to know the deflection of a steel section of 3000mm with a point load of 5N at the centre? And from that decide which steel section to use?

If the member was to be both pivot and structural girting i would prob go with 150x75 RHS indeed.

Thanks for your idea though... maybe I could use that technique with a smaller section to good effect.

Steve

Use the tables from the following link.

http://www.onesteel.com/images/db_im...file_sep01.pdf

According to these the size of angle you have stated will quite happily support 7.4kN if placed with the leg down and attached securely at both ends without lateral movement. This equates to being able to support 740kg (approx.) safely. So your window shouldn't be a problem. Obviously if you have the same above then this is even better.