HP8X36 Steel HP-shape — Section Properties
Dimensions
| Property | Value | Unit |
|---|---|---|
| Depth (d) | 8.02 | 203.7 mm |
| Flange Width (bf) | 8.16 | 20.73 cm |
| Flange Thickness (tf) | 0.445 | 11.3 mm |
| Web Thickness (tw) | 0.445 | 11.3 mm |
| Area (A) | 10.6 in² | 68.4 cmÃÂò |
| Weight | 36 lb/ft | 53.6 kg/m |
Elastic Section Properties
| Property | Strong Axis (X-X) | Weak Axis (Y-Y) | Unit |
|---|---|---|---|
| Moment of Inertia (I) | 119 | 40.3 | in⁴ |
| Elastic Section Modulus (S) | 29.8 | 9.88 | in³ |
| Plastic Section Modulus (Z) | 33.6 | 15.2 | in³ |
| Radius of Gyration (r) | 3.36 | 1.95 | in |
Torsional Properties
| Property | Value | Unit |
|---|---|---|
| Torsional Constant (J) | 0.77 | in⁴ |
| Warping Constant (Cw) | 578 | in⁶ |
| Distance Between Flange Centroids (ho) | 7.58 | in |
| Effective Radius (rts) | 2.26 | in |
Section Profile Summary
This is a standard hot-rolled bearing pile profile covered by AISC 360. The tabulated section properties are computed from the nominal dimensions per the governing material standard. With Ix = 119 in⁴, the strong-axis flexural stiffness is suitable for preliminary sizing of beams and beam-columns.
At 8.02" deep, this is a compact section appropriate for joists, mezzanine framing, equipment support beams, and architectural features where depth control matters.
Key Design Checks (AISC 360)
| Check | Formula | This Section |
|---|---|---|
| Plastic moment | Mp = Zx × Fy | 1,680 kip-in |
| Deflection | Δ = 5wLâÃÂô/(384EIx) | Use Ix = 119 in⁴ |
| Torsion | St. Venant = GJ/L | J = 0.77 in⁴ |
| Column buckling | KL/r âÃÂàFcr | r_x = 3.36 in |
Design Notes
- Compactness: Verify flange and web slenderness against AISC 360 Table B4.1 classification limits for the governing load case (pure compression, pure flexure, or combined).
- Combined loading: For members under simultaneous axial force and bending, use the interaction equations in AISC 360 Section H. The governing equation depends on the ratio of required to available axial strength.
- Connection limit states: Check bolt bearing, tear-out, block shear, and weld strength at all connections. The governing connection limit state often controls the member size selection.
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: Bearing Pile Capacity — hp8x36
Scenario: hp8x36 driven to 60 ft depth in medium-dense sand. The pile carries axial compression from a column above. Pile capacity is governed by a combination of geotechnical end bearing + skin friction, plus the structural section capacity.
Given:
- hp8x36: Ag = 10.6 in²
- Steel: ASTM A572 Gr. 50, Fy = 50 ksi
- Unbraced length below ground: L = 60 ft (fully laterally supported by soil)
Structural capacity (AISC 360 Chapter E):
φPn = 0.9 × Fy × Ag = 0.9 × 50 × 10.6 = 477 kips
The structural capacity typically governs over geotechnical capacity for HP sections in dense soils. Driving stresses should also be checked per PDCA/AASHTO specifications — limit driving stress to 0.9Fy during hard driving conditions.
The final pile capacity must be confirmed by a geotechnical engineer based on site-specific soil conditions, PDA testing, and pile driving records. The structural capacity above is a preliminary estimate only.
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.