What is the section modulus of HSS2.375X0.125?

Sx = 0.443 inÃÂÃÂ³, Zx = 0.592 inÃÂÃÂ³ (strong axis). Sy = 0.443 inÃÂÃÂ³, Zy = 0.592 inÃÂÃÂ³ (weak axis).

What steel grade is standard for HSS2.375X0.125?

ASTM A500 Grade C (Fy = 46 ksi) or Grade B (Fy = 42 ksi). Verify with mill certificate.

What is the moment of inertia of HSS2.375X0.125?

Ix = 0.527 inÃÂ¢ÃÂÃÂ´ about the strong axis and Iy = 0.527 inÃÂ¢ÃÂÃÂ´ about the weak axis. The radius of gyration is rx = 0.8 in and ry = 0.8 in.

HSS2.375X0.125 Steel Round HSS — Section Properties

Dimensions

Property	Value	Unit
Outer Diameter (OD)	2.38	60.5 mm
Wall Thickness (t)	0.125	3.2 mm
Area (A)	0.823 in²	5.3 cmÃÂÃÂ²
Weight	3.01 lb/ft	4.5 kg/m

Elastic Section Properties

Property	Strong Axis (X-X)	Weak Axis (Y-Y)	Unit
Moment of Inertia (I)	0.527	0.527	in⁴
Elastic Section Modulus (S)	0.443	0.443	in³
Plastic Section Modulus (Z)	0.592	0.592	in³
Radius of Gyration (r)	0.8	0.8	in

Torsional Properties

Property	Value	Unit
Torsional Constant (J)	1.05	in⁴
Warping Constant (Cw)	0	in⁶

Section Profile Summary

Closed tubular section with J = 1.05 in⁴ — torsional stiffness is significantly higher than an open section of equivalent weight. The flat faces accept welded gusset and end-plate connections without stiffeners.

Key Design Checks (AISC 360)

Check	Formula	This Section
Plastic moment	Mp = Zx × Fy	29.6 kip-in
Deflection	Δ = 5wLÃÂ¢ÃÂÃÂ´/(384EIx)	Use Ix = 0.527 in⁴
Torsion	St. Venant = GJ/L	J = 1.05 in⁴
Column buckling	KL/r ÃÂ¢ÃÂÃÂ Fcr	r_x = 0.8 in

Design Notes

Wall slenderness: b/t limits per AISC 360 Table B4.1a define compact, noncompact, and slender classifications. Round HSS use D/t limits.
HSS connection design: Welded connections to HSS walls must check chord plastification, punching shear, and sidewall yielding per AISC 360 Chapter K. Through-bolting requires reinforcing sleeves or plate washers.
Concrete-filled HSS: For composite column applications, filling the HSS with concrete increases axial capacity and fire resistance. Composite design follows AISC 360 Chapter I.

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: Column Capacity — hss2_375x0_125

Scenario: Parking structure column — 2 levels Unbraced length L = 8 ft.

Given:

hss2_375x0_125: Ag = 0.823 in²
r_min = 0.8 in (governing radius of gyration)
Steel: ASTM A500 Gr. C, Fy = 50 ksi, E = 29,000 ksi
Effective length factor K = 1.0 (braced frame)

Step 1 — Slenderness ratio:

KL/r = 96 / 0.8 = 120

Step 2 — Determine critical stress Fcr (AISC 360 Chapter E):

Elastic buckling stress: Fe = ÃÂÃÂÃÂÃÂ²E / (KL/r)ÃÂÃÂ² = ÃÂÃÂÃÂÃÂ² × 29,000 / (120)ÃÂÃÂ² = 20 ksi

For HSS with KL/r ÃÂ¢ÃÂÃÂ¤ 4.71ÃÂ¢ÃÂÃÂ(E/Fy) = 4.71ÃÂ¢ÃÂÃÂ(29,000/50) = 113.4:

If KL/r ÃÂ¢ÃÂÃÂ¤ 113.4: Fcr = 0.658^(Fy/Fe) × Fy (inelastic buckling) If KL/r > 113.4: Fcr = 0.877Fe (elastic buckling)

Step 3 — Design compressive strength:

φPn = φ × Fcr × Ag = 0.9 × Fcr × 0.823 ÃÂ¢ÃÂÃÂ 37 kips (preliminary)

For a precise capacity accounting for local buckling and the exact KL/r value, use the Column Capacity Calculator with this section's properties.

Related Resources

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.