Further to Drapes thread: thread507-467421
I am just wondering if anyone has another comments or feedback on this (been a while sine the original one). I did find this paper which is a good read but it doesn't discuss reasonable limits...
Hi All,
Just looking for some high-level comments or guidelines for modelling large(ish) cantilever in band beam floorplates (in RAM - RAPT is fine).
The floorplate is a 4m cantilever, 10.5m back span with a 9m tributary; a 400dp, 2.4m PT band beam with a 180thk PT slab structure has been...
Hi All,
I was having a debate with a colleague today about the use of shear amplification on header beams (coupling beam). I was of the view that it forms the core box and is a "wall" thus requires the amplifier; however she disagreed as "it's not a wall"?
Any thoughts or opinions?
Thanks
Hi All,
I am just curious on what other teams/offices are doing with clause 6.2.4.2 (in AS3600_2018) wrt to the effective section properties of walls for seismic events?
• Uncracked = tensile stress < mean char flexural tensile strength
• Cracked = tensile stress > mean char flexural tensile...
Hi All,
I was wondering what the "eng-tips" consensus is to cl 14.6.6 of AS 3600-2018 to allow for the effects of over-strength in the walls?
It may be a silly question but wouldn't this result in an unrealistic load allowance in most conditions - particularly if the walls are sized to limit...
Just a quick one; there is a little bit of debate in my office and I was wondering about everyone’s interpretation?
What would you take for the column action under a fire condition? Should it be G+0.4Q as the load from the floor is a UDL (theoretical floor) or is it G+0.6Q as the load action in...
