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Compressive Strength For Flexural Buckling of
Slender Sections: |
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Calculation: |
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Designer/Checker: |
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Input: |
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(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) |
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From AISC E3 & E7: |
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This calculation applies to members with slender unstiffened sections for uniformly
compressed elements. |
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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. |
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Laterally unbraced length (L - ft or m) |
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Effective length factor (K) |
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Steel yield strength (fy - ksi or MPa) |
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Governing radius of gyration (r - in or mm) |
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Gross area of the column section (Ag - sq in or sq mm) |
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Width of flange (b - in or mm)
note: for I- shapes b = 1/2bf |
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Thickness of flange (t - in or mm) |
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Output: |
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Maximum compressive strength of the member, Pu = |
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