Aisc Manual Table 6-2 — ((hot))

AISC provides a note: For ( C_b > 1.0 ), you can multiply the available moment capacity by ( C_b ), which effectively means you divide ( b_x ) by ( C_b ).

In the intricate world of structural steel design, few resources are as ubiquitous and essential as the American Institute of Steel Construction (AISC) Steel Construction Manual. Among the vast array of tables, charts, and specifications contained within its pages, stands out as a primary workhorse for connection design.

For a well-proportioned beam-column, the ( p P_r ) term and the ( b_x M_rx ) term should each be roughly 0.5 or less. If one term dominates (>0.9), you are likely using the wrong shape—either too weak in axial load or too weak in bending. aisc manual table 6-2

The table lists bolt strengths in kips (kips per bolt) based on:

The ( b_x ) values in Table 6-2 assume the member is limited by Lateral-Torsional Buckling. For very short unbraced lengths (where yielding governs), the table is still accurate. However, if you are using a non-standard ( C_b ) factor, AISC provides a note: For ( C_b > 1

[ \textInteraction Value = \fracP_r\phi P_n + \fracM_rx\phi_b M_nx + \fracM_ry\phi_b M_ny \le 1.0 ]

This table is found in the 15th and 16th Editions of the AISC Steel Construction Manual, within Chapter 6 (Design of Members Subjected to Combined Forces). For a well-proportioned beam-column, the ( p P_r

By understanding the ( p ) and ( b ) coefficients, respecting the limitations regarding ( C_b ) and second-order effects, and practicing with bi-axial bending, you can elevate your steel design skills to a professional level. The next time you open your AISC Manual to Part 6, don’t just see a table—see a powerful design tool waiting to be used.