Deflection limits for masonry support members.
Deflection limits for masonry support members.
(OP)
Hi,
What sort of incremental deflection limits do you guys use for members supporting masonry?
In our Australian codes the suggested limit is Span/1000, or Span/500 where provision is made to minimise the effect of the movement (whatever that means!).
The senior guys in the office just say to use Span/500. I am keen to follow this advice given how hard it can be to get things to within Span/1000.
What are your thoughts?
What sort of incremental deflection limits do you guys use for members supporting masonry?
In our Australian codes the suggested limit is Span/1000, or Span/500 where provision is made to minimise the effect of the movement (whatever that means!).
The senior guys in the office just say to use Span/500. I am keen to follow this advice given how hard it can be to get things to within Span/1000.
What are your thoughts?






RE: Deflection limits for masonry support members.
RE: Deflection limits for masonry support members.
RE: Deflection limits for masonry support members.
The optimist sees the glass as half full. The pessimist sees the glass as half empty. The engineer see the glass as too big.
RE: Deflection limits for masonry support members.
RE: Deflection limits for masonry support members.
RE: Deflection limits for masonry support members.
RE: Deflection limits for masonry support members.
RE: Deflection limits for masonry support members.
The optimist sees the glass as half full. The pessimist sees the glass as half empty. The engineer see the glass as too big.
RE: Deflection limits for masonry support members.
RE: Deflection limits for masonry support members.
"Provision is made to minimise the effect of movement" in AS3600 refers back to the masonary code and the definition of Articulated masonry. Basically, Joints must be placed at maximum 6m centres.
So, if the masonary walls are articulated, the L/500 limit can be used otherwise the L/100 rule must be applied.
RE: Deflection limits for masonry support members.
Tell me, do you know why the Australian deflection limit is L/1000 when other codes allow almost double that?
RE: Deflection limits for masonry support members.
The other codes do not differentiate depending on the type of walls. The Australian code committee considered that non-articulated masonary required more stringent limits which seems logical. The AS3600 figures for articulated masonary are similar to the standard values for other codes. If you think about the difference in movement and cracking in the two cases it is logical.
Basically, AS3600 is saying to always make sure your masonary is well jointed or pay the penalty with more expensive supporting structures.