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I've used it and found it good. It pretty much does the full frame design (not connections etc). I think it only does vanilla EC and French NA for wind - certainly not UK NA, so watch that.. Also not asymmetry and other odd geometry

Why, out of interest? Thinking screws, possibly pre drilled, would give a tighter connection and same/greater strength for a given diameter.

This is the next question! In principle edge distance are sufficient for small screws/nails at 45mm but...

In the UK it can be used to assist racking capacity against wind on timber stud walls (no earthquakes). It can't be the only thing doing this - OSB or only ply is required on the other face but some contribution is allowed. Widely used for fire protection too.

Is anyone aware of timber grading systems for small section timbers - 50x50mm (2"X2") or less? These fall outside the usual C16, C24 system I am used to in the UK/EU. Maybe for non-structural contexts? Reason: client wants a geodesic greenhouse in timber.

If the gate is typically closed, I think it would be reasonable to consider the open situation an Accidental load case with reduced partial factors.

Makes sense, and for steep pitches too. The rafter, toplate sheathing detail isn't specified here like that IME, although may happen in practice in timber frame. I'll look out the reference, thanks.

More just a conceptual description of load transfer. It seems to me that the steeper the pitch, the less the sheathing can be relied upon. At one limit, with a vertical "roof", thin plywood wouldn't be capable of transferring load to a shear wall as it would be acting almost entirely in bending...

Sure - but my query was how loads get to the shear walls!

I'd be interested to hear people's ideas on how cross-ridge wind loads are transferred to shear/gable walls in pitched roofs. Two scenarios 1) 45deg pitch with ridge beam and timber frame walls. I am seeing a substantial lateral load on the ridge beam causing minor axis bending, transferred to...