Compact vs. Non-Compact vs. Slender Sections
To put your mind at ease, this section is not on weight loss (as a fellow engineer I understand how that could be
worrisome to many). In addition to that, the vast majority of sections out there are compact, which is what you
want. Discovering whether or not you have a compact, non-compact, or slender section all depends on the shape
of the beam. Table B4.1 in the AISC 360 specs provides all the limits you need to determine which zone your
section shape falls into (this will be explained in greater detail below).
When you have a compact section there is no possibility of local flange or web bucking to prevent attainment of
the full sections yield strength. In common terms, the beam will not have a local failure (i.e. your web buckles)
before the beam has global failure.
With a non-compact section one or more of the elements in the beam (e.g. in an I-beam which will be detailed
below, those elements are the web and the flange) have the possibility of buckling before the beam is able to
attain section plasticity.
A slender section is almost always avoided. But sometimes it is important to check this type of section.
Understand a slender section is even more extreme than a non-compact section.
If:
λ ≤ λp (the section is compact)
λp < λ ≤ λr (the section is non-compact)
λr < λ (the section is slender)
where:
λ = Width to thickness ratio (dependent on section type and element)
λp = Limiting ratio to see if a section is compact
λr = Limiting ratio to see if a section is non-compact
Note: All current ASTM W, S, M, C, & MC shapes have compact flanges except W21x48, W14x99, W14x90,
W12x65, W10x12, W8x31, W8x10, W6x15, W6x9, W6x8.5, & M4x6 (for Fy = 50 ksi). All current ASTM W, S, M,
HP, C, & MC shapes have compact webs for Fy ≤ 65 ksi.
How to find if a rolled doubly symmetric I shaped sections is compact?
This example has been taken from Table B4.1 in the AISC 360 specs [1].
Table 1: Is a Rolled I-shaped Section or Channels compact?
