Hi All,
My company commonly uses a similar detail to the below when connecting a steel member to a concrete beam, slab or wall. A 16mm U-bar with 12mm lacer bars to each corner are cast in to the concrete element and welded to a plate. The steel member is then welded to this plate.
How can I...
@Retrograde, sorry for my ignorance - why wouldn’t a torsional failure be more likely to occur before flexural failure in an earthquake event that is likely to result in torsion first?
@O_O_O, so without your overstrength factor, you're looking at u=0. But you're referring to tensile stress...
If your building is in torsion, wouldn’t a torsional failure (ie shear failure) be more likely to occur before flexural failure (for example)?
Surely you can’t justify using u=1 for any regular concrete building though, even if the shear force is larger. The new detailing requirements for u=2...
Hi All,
I’m currently designing walls for an irregularly shaped building where it was determined, following 3D analysis, that its first mode is torsion.
I’ve heard varied opinions on whether I should be designing these walls as non-ductile (ie. use u=1) because torsional/shear failure is...
Thanks rapt.
If you have a column on a transfer beam for example, would you be attempting to detail the column to move in accordance with the beam deflection? How would you achieve this? Dowels with a slip joint that’s then grouted up later?
I can imagine resisting the column from moving with...
What constitutes “provision is made to minimise the effect of deflection of the transfer member on the supported structure” with regards to the following clause in AS3600? -
“For transfer members the total deflection should not exceed span/500 where provision is made to minimise the effect of...
In the 2018 code, AS3600 poses limits on bar stresses based on limiting your crack width to either 0.2, 0.3 or 0.4mm. Forgive my naivety, but... How much of a difference does 0.1mm difference in crack width really make? Does it make enough of a difference to limit the bar stress by (for example)...
Thanks everyone, this thread has been very insightful so far. More than anything it’s highlighted for me that the designer ultimately has control with regards to how the structure is to behave. But it also seems as though there are some ‘best practise’ design methods that become apparent to a...
I'm trying to get my head around how pinned vs fixed connections appear in practise. I'm struggling to identify whether a connection will result in an induced moment. It doesn't always seem as straightforward in practise as it does in theory.
For example, I am aware that typically a connection...
