W14X398 Steel Beam — Section Properties
Dimensions
| Property | Value | Unit |
|---|---|---|
| Depth (d) | 18.30 | in (464.8 mm) |
| Flange Width (bf) | 16.60 | in (421.6 mm) |
| Flange Thickness (tf) | 2.85 | in |
| Web Thickness (tw) | 1.77 | in |
| Area (A) | 117 | in² (754.9 cmÃÂò) |
| Weight | 398 | lb/ft (592 kg/m) |
Elastic Section Properties
| Property | Strong Axis (X-X) | Weak Axis (Y-Y) | Unit |
|---|---|---|---|
| Moment of Inertia (I) | 6,000 | 2,170 | in⁴ |
| Elastic Section Modulus (S) | 656 | 262 | in³ |
| Plastic Section Modulus (Z) | 801 | 402 | in³ |
| Radius of Gyration (r) | 7.16 | 4.31 | in |
Torsional Properties
| Property | Value | Unit |
|---|---|---|
| Torsional Constant (J) | 273 | in⁴ |
| Warping Constant (Cw) | 129,000 | in⁶ |
| Distance Between Flange Centroids (ho) | 15.50 | in |
| Effective Radius (rts) | 5.05 | in |
Section Profile Summary
Hot-rolled W-shape with Sx = 656 in³. The section is well-suited for primary framing in multi-storey buildings, crane girders, and bridge stringers.
At 18.3" deep and 398 lb/ft, this is a mid-range section suitable for floor beams, roof framing, and columns in low-to-mid-rise structures.
Key Design Checks (AISC 360)
| Check | Formula | This Section |
|---|---|---|
| Plastic moment | Mp = Zx × Fy | 40,050 kip-in |
| Deflection | Δ = 5wLâÃÂô/(384EIx) | Use Ix = 6,000 in⁴ |
| Torsion | St. Venant = GJ/L | J = 273 in⁴ |
| Column buckling | KL/r âÃÂàFcr | r_x = 7.16 in |
Design Notes
- Compactness: Most W-shapes in ASTM A992 satisfy the compact limits in AISC 360 Table B4.1b for flexure (ÃÂû âÃÂä ÃÂûp). This allows full plastic moment Mp development before local buckling occurs.
- Flange local buckling (FLB): The flange slenderness ratio bf/2tf is compared against ÃÂûpf = 0.38âÃÂÃÂ(E/Fy) âÃÂà9.15 for compact sections.
- Web local buckling (WLB): h/tw is checked against ÃÂûpw = 3.76âÃÂÃÂ(E/Fy) âÃÂà90.5 for flexure, and a more restrictive limit for uniform compression.
- Lateral-torsional buckling (LTB): Lp âÃÂà182.7 in (plastic limit). For unbraced lengths âÃÂä Lp, the full plastic moment is available. Between Lp and Lr, linear interpolation per AISC 360 Eq. F2-2 applies.
Verification (AISC 360): All designs using this section must be verified by a licensed Professional Engineer. Before finalizing member selection, check beam-column interaction (P-M), lateral-torsional buckling, serviceability deflections, and all connection limit states. See Engineering Disclaimer.
Worked Example: Office floor beam — w14x398
Scenario: Office floor in a commercial building — typical open-plan layout. Simply supported wide flange, 37 ft span, 8 ft tributary width. Service loads: 50 psf dead + 50 psf live (800 plf total).
Given:
- Span L = 37 ft (444 in)
- Total service load w = 800 plf
- Live load portion w_L = 400 plf
- Section w14x398: Ix = 6,000 in⁴, Sx = 656 in³, Zx = 801 in³
- Steel: ASTM A992, Fy = 50 ksi, E = 29,000 ksi
- Design moment strength: φMn = 0.9 × Zx × Fy = 3,004 kip-ft
Step 1 — Live load deflection check:
Δ_LL = 5 w_L LâÃÂô / (384 E Ix)
Δ_LL = 5 × (400/12) × (444)âÃÂô / (384 × 29,000,000 × 6,000)
Δ_LL = 0.10 in
Step 2 — Allowable deflection (IBC Table 1604.3, L/240):
Δ_allow = L / 240 = 444 / 240 = 1.85 in
Step 3 — Dead + live deflection:
Δ_total = 0.19 in
Step 4 — Design check:
âÃÂàLive load deflection is within the L/240 limit.
The required flexural strength at ultimate is approximately w_u LÃÂò/8. With factored loads 1.2D + 1.6L, verify φMn = 3,004 kip-ft is adequate per AISC 360 Chapter F. Also check shear capacity (φVn = 0.6 Fy Aw × 0.9) and bearing at supports.
Related Resources
- Steel Beam Capacity Calculator
- Column Capacity Calculator
- Beam Deflection Calculator
- Section Properties Calculator
- Steel Grades Reference
- Section Comparison Tool
Design Resources
- Section Properties Lookup — Compare with similar sections
- Steel Beam Sizes Reference — Standard beam dimensions
Educational reference only. Verify all section properties against the current AISC 360 Manual and mill certificates before design. Results are PRELIMINARY — NOT FOR CONSTRUCTION.