W150x22 G40.21 350W — Canadian W-Shape Section Properties
Approximate equivalent of W6X15 per AISC A6. Approx. equivalent of W6X15. Verify against CISC Handbook.
Dimensions (Metric)
| Property | Value | Unit |
|---|---|---|
| Depth (d) | 152.1 | mm |
| Flange Width (bf) | 152.1 | mm |
| Flange Thickness (tf) | 6.6 | mm |
| Web Thickness (tw) | 5.8 | mm |
| Cross-Sectional Area (A) | 28.6 | cmÃÂò |
| Mass | 22.3 | kg/m |
Elastic Section Properties (Metric)
| Property | Strong Axis (X-X) | Weak Axis (Y-Y) | Unit |
|---|---|---|---|
| Moment of Inertia (I) | 1,211 | 388 | cm⁴ |
| Elastic Section Modulus (S) | 159 | 51 | cmÃÂó |
| Plastic Section Modulus (Z) | 177 | 78 | cmÃÂó |
| Radius of Gyration (r) | 6.50 | 3.68 | cm |
Torsional Properties
| Property | Value | Unit |
|---|---|---|
| Torsional Constant (J) | 4 | cm⁴ |
| Warping Constant (Cw) | 20,540 | cm⁶ |
| Distance Between Flange Centroids (ho) | 14.55 | cm |
| Effective Radius (rts) | 4.22 | cm |
Imperial Reference
| Property | Value | Unit |
|---|---|---|
| Depth (d) | 5.99 | in |
| Flange Width (bf) | 5.99 | in |
| Area (A) | 4.43 | inÃÂò |
| Weight | 15 | lb/ft |
Section Profile Summary
With Ix = 1,211 cm⁴, this wide flange is suitable for long-span floor beams and transfer girders where stiffness controls the design.
At 152.1 mm deep, this is a mid-range section for secondary beams, roof purlins, and bracing in standard framing.
Key Design Checks (CSA S16)
| Check | Formula | This Section |
|---|---|---|
| Plastic moment | Mp = Zx × Fy | 62 kNÃÂ÷m |
| Deflection | Δ = 5wL⁴/(384EIx) | Use Ix = 1,211 cm⁴ |
| Torsion | St. Venant = GJ/L | J = 4 cm⁴ |
| Column buckling | KL/r → Fcr | r_x = 6.5 cm |
Design Notes
- Compactness: Most W-shapes in ASTM A992 satisfy the compact limits in CSA S16 Table B4.1b for flexure (λ ≤ λp). This allows full plastic moment Mp development before local buckling occurs.
- Flange local buckling (FLB): The flange slenderness ratio bf/2tf is compared against λpf = 0.38√(E/Fy) ≈ 9.0 for compact sections.
- Web local buckling (WLB): h/tw is checked against λpw = 3.76√(E/Fy) ≈ 72 for flexure, and a more restrictive limit for uniform compression.
- Lateral-torsional buckling (LTB): Lp ≈ 154.8 cm (plastic limit). For unbraced lengths ≤ Lp, the full plastic moment is available. Between Lp and Lr, linear interpolation per CSA S16 Eq. F2-2 applies.
Verification (CSA S16): 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: Retail floor beam — w150x22
Scenario: Retail space — higher live load for public occupancy per EN 1991-1-1. Simply supported wide flange, 3.5 m span, 2.4 m tributary width. Service loads: 4.5 kPa dead + 5.0 kPa live (22.8 kN/m total).
Given:
- Span L = 3498 mm (3.5 m)
- Total service load w = 22.8 kN/m
- Live load portion w_L = 12.0 kN/m
- Section w150x22: Ix = 12.1 × 10⁶ mm⁴, Sx = 159,000 mm³, Zx = 177,000 mm³
- Steel: fy = 350 MPa, E = 200,000 MPa
- Design moment resistance: φMn = 0.9 × Zx × fy = 56 kNÃÂ÷m
Step 1 — Live load deflection:
Δ_LL = 5 w_L L⁴ / (384 E Ix)
Δ_LL = 5 × 12.0 × (3498)⁴ / (384 × 200000 × 12,110,000)
Δ_LL = 9.7 mm
Step 2 — Deflection limit (L/300):
Δ_limit = L / 300 = 3498 / 300 = 11.7 mm
Step 3 — Dead + live deflection:
Δ_total = 18.4 mm
Step 4 — Design check:
✓ Live load deflection is within the L/300 limit.
Verify the design moment M*_Ed (from factored loads 1.35G + 1.5Q per CSA S16) does not exceed φMn = 56 kNÃÂ÷m. Also confirm shear resistance and bearing details at the 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 CSA S16 Manual and mill certificates before design. Results are PRELIMINARY — NOT FOR CONSTRUCTION.