• | --------------------------------------------- | ------------- | ------------- | ------------------------------------------- | | 1 | Both ends fixed, no sidesway | 0.50 | 0.65 | Braced frame columns with stiff connections | | 2 | One end fixed, one pinned, no sidesway | 0.70 | 0.80 | Braced frame with pinned base | | 3 | Both ends fixed, sidesway permitted | 1.00 | 1.20 | Unbraced frame columns (lower bound) | | 4 | Both ends pinned, no sidesway | 1.00 | 1.00 | Braced frame with pinned ends (baseline) | | 5 | One end fixed, one free (cantilever) | 2.00 | 2.10 | Cantilever columns, flagpoles | | 6 | One end fixed, one pinned, sidesway permitted | 2.00 | 2.00 | Unbraced frame, pinned base |

Why recommended values are higher: No real connection provides perfectly rigid or perfectly pinned conditions. The recommended values reflect practical restraint levels in typical steel construction.

Sidesway Prevented vs. Sidesway Permitted

The distinction between braced (non-sway) and unbraced (sway) frames is the most important factor in K factor selection:

A column in a braced frame buckles between lateral brace points with no translation at the ends — K is always ≤ 1.0. A column in an unbraced frame can translate laterally at the top, producing P-delta effects and K values ≥ 1.0.

AISC Alignment Chart Method (Figure C-A-7.1)

For columns in continuous frames, use the alignment chart (nomograph) method to determine K based on the relative rotational stiffness of beams and columns at each end.

G Factor Calculation

G = Σ (Ic / Lc) / Σ (Ib / Lb)

Where:

• Ic = moment of inertia of columns framing into the joint
• Lc = unbraced length of columns
• Ib = moment of inertia of beams framing into the joint
• Lb = unbraced length of beams

Boundary Conditions for G

Recommended practice (per AISC Commentary):

• For columns bearing on a foundation designed as a fixed base: G = 1.0 (not 0.0)
• For columns bearing on a foundation designed as a pinned base: G = 10.0 (not ∞)
• These conservative values account for actual foundation flexibility

Using the Alignment Charts

Braced frames (sidesway inhibited):

1. Compute GA and GB for the column's top and bottom joints
2. Find GA on the left axis and GB on the right axis of the braced-frame alignment chart
3. Connect the points with a straight line
4. Read K where the line crosses the center scale

Unbraced frames (sidesway uninhibited):

1. Compute GA and GB for the column's top and bottom joints
2. Use the unbraced-frame alignment chart (different nomograph)
3. Connect GA and GB with a straight line
4. Read K from the center scale

Simplified equations (from AISC Specification Commentary):

For braced frames (sidesway prevented):

K = (3GA·GB + 1.4(GA + GB) + 0.64) / (3GA·GB + 2.0(GA + GB) + 1.28)

For unbraced frames (sidesway permitted):

K = √((1.6GA·GB + 4.0(GA + GB) + 7.5) / (GA + GB + 7.5))

These equations eliminate the need for the alignment charts and are suitable for spreadsheet or programmatic calculation.

G Factor Worked Example

Problem: A 12-ft tall W10x45 column (Ix = 248 in⁴) in a braced frame is pinned at the base and connected at the top to a W14x43 beam (Ix = 428 in⁴) spanning 30 ft on each side. Find K.

Step 1: Compute GA (top of column)

Σ(Ic/Lc) at top = (248 in⁴ × 2 columns) / (12 ft × 12 in/ft × 2 sides) — Wait, we need to be more precise.

For the column: Ic/Lc = 248 / (12 × 12) = 248 / 144 = 1.722 in³ Two columns frame into the joint: Σ(Ic/Lc) = 2 × 1.722 = 3.444 in³

For beams: Ib/Lb = 428 / (30 × 12) = 428 / 360 = 1.189 in³ per beam Two beams frame into the joint: Σ(Ib/Lb) = 2 × 1.189 = 2.378 in³

GA = 3.444 / 2.378 = 1.45

Step 2: Compute GB (bottom of column)

Pinned base: GB = 10.0 (per AISC recommendation)

Step 3: Calculate K

Using the braced frame equation:

K = (3 × 1.45 × 10 + 1.4(1.45 + 10) + 0.64) / (3 × 1.45 × 10 + 2.0(1.45 + 10) + 1.28)

K = (43.5 + 16.03 + 0.64) / (43.5 + 22.9 + 1.28)

K = 60.17 / 67.68 = 0.89

Step 4: Check

K = 0.89 is between 0.70 (fixed-pinned) and 1.00 (pinned-pinned), which makes sense for this partially restrained condition.

Theoretical vs. Recommended K Values

AISC recommends using the recommended values for preliminary design and the alignment chart method for final design.

Buckling Mode Shapes for Each End Condition

Each end condition produces a distinct buckling mode shape:

K Factor Quick Reference by Frame Type

K Factor and Column Strength

The K factor directly affects column compressive strength through the slenderness ratio:

KL/r = effective slenderness ratio

For elastic buckling (Euler):

Per = π² × E × I / (KL)²

For inelastic buckling (AISC 360 Chapter E):

When KL/r ≤ 4.71√(E/Fy): Fcr = (0.658^(Fy/Fe)) × Fy
When KL/r > 4.71√(E/Fy): Fcr = 0.877 × Fe

Where Fe = π² × E / (KL/r)².

Example: Effect of K on capacity

A 14-ft tall W10x45 column (A = 13.3 in², rx = 4.32 in) in A992 steel (Fy = 50 ksi):

The K factor represents a 41% difference in capacity between best case (K = 0.50) and worst case (K = 2.10) for this column. Correct K factor selection is critical for economical yet safe column design.

Frequently Asked Questions

What is the K factor for a pinned-pinned column? A pinned-pinned column (both ends free to rotate, no translation) has a theoretical K = 1.0 and recommended K = 1.0. This is the baseline Euler buckling case and assumes the column ends cannot translate laterally.

What is the K factor for a fixed-fixed column? A column with both ends fully fixed against rotation and translation has theoretical K = 0.50 and recommended K = 0.65. The recommended value accounts for the fact that actual connections provide less than perfect fixity.

What is the difference between sidesway prevented and sidesway permitted? Sidesway prevented (braced frame) means lateral bracing prevents the column top from translating relative to the bottom — K ≤ 1.0. Sidesway permitted (unbraced frame) means the column can translate laterally under load — K ≥ 1.0. This distinction comes from AISC 360 Appendix 7 and the alignment chart method.

How do I determine K for a column in a moment frame? Use the AISC alignment chart method (Figure C-A-7.1). Compute G = Σ(Ic/Lc) / Σ(Ib/Lb) at each column end, then read K from the nomograph. For sidesway permitted frames (unbraced), K ≥ 1.0. For preliminary design without alignment charts, assume K = 1.2 for unbraced frames and K = 0.85 for braced frames.

What K factor should I use for a cantilever column? A cantilever column (fixed base, free top) has theoretical K = 2.0 and recommended K = 2.10. The recommended value is higher to account for foundation flexibility. Cantilever columns are the most sensitive to K factor errors because the slenderness ratio is doubled.

Try it now: Check your effective length factor with our free Steel Column Capacity calculator →

Related Pages

• Column Design Guide — AISC 360
• Effective Length Reference — AISC
• Column Buckling Equations
• Column Axial Load Design Check
• Section Properties Database
• Beam Capacity Calculator
• Steel Fy & Fu Table
• Lateral Torsional Buckling Reference

Educational reference only. Verify K factors using the alignment chart method per AISC 360 Appendix 7 before final design.

Design Resources

Calculator tools

• Column Axial Load Design Check
• Steel Buckling Calculator
• Steel Column Base Design Calculator

Design guides

• Column Capacity Worked Example
• Column Buckling Guide
• Column Buckling Calculator Guide
• EN 1993-1-1 Column Buckling Worked Example