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The Perry–Robertson formula is a mathematical formula which is able to produce a good approximation of buckling loads in long slender columns or struts, and is the basis for the buckling formulation adopted in EN 1993. The formula in question can be expressed in the following form:

$${\displaystyle \sigma _{m}={\frac {1}{2}}\left(f_{y}+\sigma _{e}\left(1+\theta \right)-{\sqrt {\left(f_{y}+\sigma _{e}\left(1+\theta \right)\right)^{2}-4f_{y}\sigma _{e}}}\right)}$$

with ${\displaystyle \theta ={\frac {w_{o,1}c}{i^{2}}}}$

where:

• ${\displaystyle \sigma _{m}}$ is the average longitudinal stress in the beam's cross section
• ${\displaystyle f_{y}}$ is the material's elastic limit
• ${\displaystyle \sigma _{e}}$ is the average tension measured in the cross section which correspond to the beam's Euler load
• ${\displaystyle w_{o,1}}$ the amplitude of the initial geometrical imperfection
• ${\displaystyle c}$ distance from the cross section's centroid to the section's most stressed fiber
• ${\displaystyle i}$ the section's radius of gyration

Robertson then proposed that ${\displaystyle \theta =0.003\lambda }$, where ${\displaystyle \lambda }$ represents the beam's slenderness.

References

1. "Perry Robertson formula (BS 449-2 )". Archived from the original on 2011-01-08. Retrieved 2010-11-22.
2. Ryall, M. J.; Hewson, Nigel; Parke, G. A. R.; Harding, J. E. (2000). The manual of bridge engineering. ISBN 9780727727749. Retrieved 2010-11-22.

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