W10x49 Section Properties
The W10x49 is a wide-flange steel section weighing 49 lb/ft (72.9 kg/m) with a nominal depth of 10 inches. The W10x49 is one of the premier column sections in light to medium construction. Its nearly square cross-section (bf/d = 10.0/9.98 = 1.00) means the weak-axis radius of gyration (ry = 2.54 in) is unusually high for its weight, making it efficient for unbraced column applications where weak-axis buckling governs.
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Complete Section Properties (Imperial)
| Property | Symbol | Value | Unit |
|---|---|---|---|
| Depth | d | 9.98 | in |
| Flange Width | bf | 10.000 | in |
| Flange Thickness | tf | 0.560 | in |
| Web Thickness | tw | 0.340 | in |
| Cross-Sectional Area | A | 14.4 | in² |
| Weight per Foot | wt | 49 | lb/ft |
| Moment of Inertia (strong axis) | Ix | 272 | in⁴ |
| Elastic Section Modulus (strong axis) | Sx | 54.6 | in³ |
| Plastic Section Modulus (strong axis) | Zx | 60.4 | in³ |
| Radius of Gyration (strong axis) | rx | 4.35 | in |
| Moment of Inertia (weak axis) | Iy | 93.4 | in⁴ |
| Elastic Section Modulus (weak axis) | Sy | 18.7 | in³ |
| Plastic Section Modulus (weak axis) | Zy | 28.3 | in³ |
| Radius of Gyration (weak axis) | ry | 2.54 | in |
| Torsional Constant | J | 1.39 | in⁴ |
| Warping Constant | Cw | 1120 | in⁶ |
Metric Equivalents
| Property | Symbol | Value | Unit |
|---|---|---|---|
| Depth | d | 253 | mm |
| Flange Width | bf | 254 | mm |
| Flange Thickness | tf | 14.2 | mm |
| Web Thickness | tw | 8.64 | mm |
| Cross-Sectional Area | A | 9,290 | mm² |
| Weight per Metre | wt | 72.9 | kg/m |
| Moment of Inertia (strong axis) | Ix | 113 x 10⁶ | mm⁴ |
| Elastic Section Modulus (strong axis) | Sx | 895 x 10³ | mm³ |
| Plastic Section Modulus (strong axis) | Zx | 990 x 10³ | mm³ |
AISC 360 Compactness Classification
For A992 steel (Fy = 50 ksi, E = 29,000 ksi):
Flange: bf/(2tf) = 10.000 / (2 x 0.560) = 8.93. Compact limit = 9.15. Since 8.93 < 9.15, the flange is compact (but close to the limit -- the W10x49 is near the compact/noncompact flange boundary).
Web: h/tw. For W10x49 with k = 1.12 in: h/tw = (9.98 - 2 x 1.12) / 0.340 = 7.74 / 0.340 = 22.8. Compact limit = 90.6. Since 22.8 < 90.6, the web is compact.
Classification: Compact section.
Design Capacity Summary (AISC 360 LRFD, A992 Fy = 50 ksi)
Axial Compression Capacity (phi = 0.90, K = 1.0)
The W10x49 excels as a column. With ry = 2.54 in, it has the highest ry-to-weight ratio among common column sections.
| Effective Length KL | KL/ry | phi x Pn (kips) | Fcr (ksi) |
|---|---|---|---|
| 10 ft | 47.2 | 555 | 42.8 |
| 12 ft | 56.7 | 530 | 40.9 |
| 14 ft | 66.1 | 500 | 38.6 |
| 16 ft | 75.6 | 464 | 35.8 |
| 18 ft | 85.0 | 423 | 32.6 |
| 20 ft | 94.5 | 379 | 29.2 |
For comparison, a W12x53 (A = 15.6 in², ry = 2.48 in) at KL = 14 ft gives phi x Pn = 529 kips -- slightly more capacity due to larger area, but 8% heavier per foot.
Flexural Capacity (phi = 0.90)
| Unbraced Length Lb | phi x Mn | Governing Limit State |
|---|---|---|
| 0 ft (full bracing) | 226 ft-kips | Yielding (Mp) |
| 8 ft | 226 ft-kips | Yielding (Lb < Lp) |
| 12 ft | 192 ft-kips | Inelastic LTB |
| 16 ft | 152 ft-kips | Inelastic LTB |
| 20 ft | 112 ft-kips | Elastic LTB |
Lateral bracing limits: Lp = 7.84 ft (based on ry = 2.54 in). Lr = 27.5 ft. The high ry gives the W10x49 an unusually long Lp, which means it can span longer distances without lateral bracing while maintaining full plastic moment.
Shear Capacity (phi = 1.00)
phi x Vn = 1.00 x 0.6 x 50 x (9.98 x 0.340) = 101.8 kips
Common Applications for W10x49
The W10x49 is primarily a column section:
- Columns in low to mid-rise office buildings (2-6 stories). Its compact depth (9.98 in) minimizes the column footprint while providing excellent axial and biaxial bending resistance.
- Beam-columns in moment frames where combined axial and bending interaction is significant. The high ry minimizes the interaction penalty from weak-axis bending.
- Braced frame columns where moderate axial loads (300-550 kips factored) are carried over 12-16 ft story heights.
- Building corners and elevator cores where weak-axis bending from lateral loads is a design consideration.
- Heavy equipment supports where a stocky, stiff section is needed to limit lateral drift.
The W10 column group (W10x33 through W10x112) is popular because the 10-inch flange width provides a consistent column face for connection detailing. Beam connections to W10 columns can use standard shear tab or clip angle details without interference between adjacent beams framing into the same column.
Available Steel Grades
| Grade | Specification | Fy (ksi) | Fu (ksi) | Status |
|---|---|---|---|---|
| A992 | ASTM A992/A992M | 50 | 65 | Current standard for W-shapes |
| A913 Gr 50 | ASTM A913/A913M | 50 | 65 | Enhanced toughness for seismic |
| A913 Gr 65 | ASTM A913/A913M | 65 | 80 | High-strength for heavy axial loads |
Comparison with Adjacent Sections
| Property | W10x45 | W10x49 | W10x54 | W12x45 |
|---|---|---|---|---|
| Weight (lb/ft) | 45 | 49 | 54 | 45 |
| d (in) | 10.1 | 9.98 | 10.1 | 12.1 |
| bf (in) | 8.020 | 10.000 | 10.000 | 8.045 |
| A (in²) | 13.3 | 14.4 | 15.8 | 13.1 |
| Ix (in⁴) | 248 | 272 | 303 | 350 |
| ry (in) | 2.01 | 2.54 | 2.56 | 1.94 |
The key differentiator is ry. The W10x49 has ry = 2.54 in, while the W10x45 has ry = 2.01 in. This 26% improvement comes from the much wider flange (10.0 in vs 8.02 in), which moves the W10x49 from the narrow-flange to the wide-flange W10 sub-group. For column applications where weak-axis buckling governs, this difference translates directly into higher capacity at the same unbraced length.
Run This Calculation
Column Capacity Calculator -- check W10x49 axial compression capacity with KL/r slenderness per AISC 360.
Beam Capacity Calculator -- check W10x49 bending and shear capacity.
Beam Deflection Calculator -- calculate deflection for W10x49 under loading.
Related Pages
- Section Properties Database
- W-Shape Beam Sizes -- Complete Table
- Column K-Factor Guide
- Steel Grades Reference
- Column Buckling Workflow
- steel grade reference
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