Hi,
This is a high level design guide from NZ/Australia with a spanning table:
https://xlam.co/wp-content/uploads/2024/10/003-XLAM-Structural-Design-Guide-Australia-NewZealand-June-2020.pdf
When calculating the deflection of these timber members its very important to account for the long term...
Further to Kootk,
Generally the deflection limits are driven by the amount that can be tolerated by the cladding.
Tread carefully, if you have brittle cladding (such as glass) I recommend an in-plane deflection limit of span/500 as a minimum starting point (or a more onerous criteria provided...
Hi,
Just my two cents:
For the purposes of designing the core walls/assessing displacement it is generally ok to "pin" your columns. However, when you design your columns, this would be an unconservative assumption as it would be all be built monolithically and you would be ignoring any...
I noticed based on the AS3600 formula, f'ce decreases with increasing joint depth (h)
This appears to be counter intuitive, does anyone know what the underlying reason is? Or if this is an error?
See example graph below for (65MPa column, 40MPa slab, y=fce and = h/D
Thanks in advance
Not sure if this has been addressed, but based on OP's sketch the column above is wider than the column below: (12"x30") vs (24"x24").
Hence the full compressive section cannot be realistically justified. I would be checking it for the overlapping region (12"x24") as a first pass instead.
With...
