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Compressive Strength For Flexural Buckling of Non-Slender Sections:
 
Calculation:
Designer/Checker:
   
Input:  
   
 
(Note: All input Metric units are converted to English units for the equations below and then the output English units are converted back to Metric)
 
From AISC E3:
This calculation applies to members with non-slender sections for uniformly compressed elements.
Note: AISC E3 generally governs the design of most columns.  Torsional buckling of symmetric shapes and flexural-torsional buckling of unsymmetrical shapes are failure modes usually not considered in the design of hot-rolled columns. They generally do not govern, or the critical load differs very little from the weak-axis planar buckling load. Torsional and flexural-torsional buckling modes may, however, control the strength of symmetric columns manufactured from relatively thin plate elements and unsymmetric columns and symmetric columns having torsional unbraced lengths significantly larger than the weak-axis flexural unbraced lengths.  If this is the case then refer to AISC Steel Construction Manual, Specification For Structural Steel Buildings, E4 for calculating  the compressive strength of torsional and flexural-torsional buckling of non-slender sections.
Laterally unbraced length (L - ft or m)
Effective length factor (K)
Steel yield strength (fy - ksi or MPa)
Governing radius of gyration (r - in or mm)
Gross area of the column section (Ag - sq in or sq mm)

     
   
   
Output:
 
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Maximum compressive strength of the member, Pu =
   
   
   
 
 
 



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