MC6X12 Steel MC-shape — Section Properties
Dimensions
| Property | Value | Unit |
|---|---|---|
| Depth (d) | 6 | 152.4 mm |
| Flange Width (bf) | 2.5 | 6.35 cm |
| Flange Thickness (tf) | 0.375 | 9.5 mm |
| Web Thickness (tw) | 0.31 | 7.9 mm |
| Area (A) | 3.53 in² | 22.8 cm² |
| Weight | 12 lb/ft | 17.9 kg/m |
Elastic Section Properties
| Property | Strong Axis (X-X) | Weak Axis (Y-Y) | Unit |
|---|---|---|---|
| Moment of Inertia (I) | 18.7 | 1.85 | in⁴ |
| Elastic Section Modulus (S) | 6.24 | 1.03 | in³ |
| Plastic Section Modulus (Z) | 7.47 | 1.97 | in³ |
| Radius of Gyration (r) | 2.3 | 0.724 | in |
Torsional Properties
| Property | Value | Unit |
|---|---|---|
| Torsional Constant (J) | 0.155 | in⁴ |
| Warping Constant (Cw) | 11.3 | in⁶ |
| Distance Between Flange Centroids (ho) | 5.63 | in |
| Effective Radius (rts) | 0.856 | in |
Section Profile Summary
The shear center of a channel lies outside the web (distance e₀ from the web face). Loads applied to the top flange produce torsion unless the load plane passes through the shear center. For AISC 360 flexural design, lateral-torsional buckling must be checked with the warping constant Cw.
At 6" deep — one of the smallest standard sections available. Used for light-duty lintels, bracing, handrail posts, and miscellaneous structural iron.
Key Design Checks (AISC 360)
| Check | Formula | This Section |
|---|---|---|
| Plastic moment | Mp = Zx × Fy | 373.5 kip-in |
| Deflection | Δ = 5wL⁴/(384EIx) | Use Ix = 18.7 in⁴ |
| Torsion | St. Venant = GJ/L | J = 0.155 in⁴ |
| Column buckling | KL/r → Fcr | r_x = 2.3 in |
Design Notes
- Section asymmetry: The shear center lies outside the web. Loads not applied through the shear center produce torsion. Provide intermediate torsional restraints or stiffeners when the load eccentricity is significant.
- Lateral-torsional buckling: Check Cb (moment modification factor) per AISC 360 Chapter F — channels are more sensitive to load height effects than doubly-symmetric sections.
- Web crippling at supports: For channels used as beams, bearing stiffeners may be needed at concentrated load points per AISC 360 Section J10.
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: Parking garage beam — mc6x12
Scenario: Parking structure floor beam — asphalt topping included in dead load. Simply supported channel, 10 ft span, 9 ft tributary width. Service loads: 80 psf dead + 50 psf live (1170 plf total).
Given:
- Span L = 10 ft (120 in)
- Total service load w = 1170 plf
- Live load portion w_L = 450 plf
- Section mc6x12: Ix = 18.7 in⁴, Sx = 6.24 in³, Zx = 7.47 in³
- Steel: ASTM A992, Fy = 50 ksi, E = 29,000 ksi
- Design moment strength: φMn = 0.9 × Zx × Fy = 28 kip-ft
Step 1 — Live load deflection check:
Δ_LL = 5 w_L L⁴ / (384 E Ix)
Δ_LL = 5 × (450/12) × (120)⁴ / (384 × 29,000,000 × 18.7)
Δ_LL = 0.19 in
Step 2 — Allowable deflection (IBC Table 1604.3, L/240):
Δ_allow = L / 240 = 120 / 240 = 0.50 in
Step 3 — Dead + live deflection:
Δ_total = 0.49 in
Step 4 — Design check:
✓ Live load deflection is within the L/240 limit.
The required flexural strength at ultimate is approximately w_u L²/8. With factored loads 1.2D + 1.6L, verify φMn = 28 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.