LONG TERM DEFLECTION (AS3600)

[DDRJ]

Hi'

I was advised to design a beam that must satisfy AS3600 table 2.3.2 or the limits for deflection. Is it proper to compare the limit, that is L/250, with the long term deflection of the beam (calculated through RAPT) or is it used only for immediate deflection? If so, what is the limit for long term deflection?

 

[rowingengineer]

1/250 is total deflection (so this would include long term effects)

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[Ingenuity]

L/250 is for "all members" generally and is a TOTAL deflection limitation. Depending on the type of loadings the beam must sustain will determine the INCREMENTAL deflection limitation e.g. masonry partitions, brittle finishes, vibrations etc etc, which could result in L/500, L/800 etc.

The RAPT help manual does a pretty good job of explaining deflection limitations, including theory.