We were given a presentation by Cupix yesterday. Very impressive software and sounds very expensive when they started explaining the $/GB subscription models, but the lack of ability to annotate a photo in realtime (i.e. taking a photo of missing bolt and tagging a voice-text note to it) makes...
This thread might be of use perhaps.
EC & AS codes have a fundamentally different approach to ultimate wind loading. Going off an offhand comment by a Wind Engineer years ago when working in the UK, using actual ultimate/service wind velocities to calculate pressures is a much more...
I assume one of the slabs is inside the corebox (eg stair landing, lobby slab etc), therefore the slabs either side of the wall will be poured at vastly different times.
Not always. If you start off with a relatively flexible tower, sometimes you end up on the uphill side of the Stiffness v Wind Response curve - thus making the structure stiffer you end up with higher wind loads.
To me it just seems engineers should be able to determine the mandated buiding base shears from something more than an equation introduced 15 years ago and with the only variables being height and lateral system.
Something, Something 'significant figures'...
The Kiwi's came up with the Pseudo Equivalent Static Analysis (PESA), which might fit the bill. Have a google and see what you think.
I stumbled upon these Koup Engineering on Linkedin the other day which they seem to made inroads in tackling the tediousness of the method.
That's exactly my understanding. It's to stop non-representative favourable stiffness assumptions (eg cracking walls beyond oblivion and unrealistic Soil-Structure interaction).
On the other hand, it's often the case when we model squat buildings in ETABS it'll tell us that the structure is...
