What is the section modulus of WT2X6.5?

Sx = 0.321 inÃÂÃÂ³, Zx = 0.616 inÃÂÃÂ³ (strong axis). Sy = 0.95 inÃÂÃÂ³, Zy = 1.46 inÃÂÃÂ³ (weak axis).

What steel grade is standard for WT2X6.5?

ASTM A992 (Fy = 50 ksi, Fu = 65 ksi) for WT-shapes. Verify with mill certificate.

What is the moment of inertia of WT2X6.5?

Ix = 0.526 inÃÂ¢ÃÂÃÂ´ about the strong axis and Iy = 1.93 inÃÂ¢ÃÂÃÂ´ about the weak axis. The radius of gyration is rx = 0.524 in and ry = 1 in.

WT2X6.5 Steel WT-shape — Section Properties

Dimensions

Property	Value	Unit
Depth (d)	2.08	52.8 mm
Flange Width (bf)	4.06	10.31 cm
Flange Thickness (tf)	0.345	8.8 mm
Web Thickness (tw)	0.28	7.1 mm
Area (A)	1.91 in²	12.3 cmÃÂÃÂ²
Weight	6.5 lb/ft	9.7 kg/m

Elastic Section Properties

Property	Strong Axis (X-X)	Weak Axis (Y-Y)	Unit
Moment of Inertia (I)	0.526	1.93	in⁴
Elastic Section Modulus (S)	0.321	0.95	in³
Plastic Section Modulus (Z)	0.616	1.46	in³
Radius of Gyration (r)	0.524	1	in

Torsional Properties

Property	Value	Unit
Torsional Constant (J)	0.075	in⁴
Warping Constant (Cw)	0.023	in⁶

Section Profile Summary

Tees are frequently used as chord members in roof trusses and as bracing elements where one flange face must remain flush. The single-axis symmetry means the flexural-torsional buckling limit state may govern for compression members per AISC 360 Eq. E4-4.

At 2.08" 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	30.8 kip-in
Deflection	Δ = 5wLÃÂ¢ÃÂÃÂ´/(384EIx)	Use Ix = 0.526 in⁴
Torsion	St. Venant = GJ/L	J = 0.075 in⁴
Column buckling	KL/r ÃÂ¢ÃÂÃÂ Fcr	r_x = 0.524 in

Design Notes

Stem in tension for beams: Orient the tee so the flange is in compression (stem down for gravity loads). Per AISC 360 Section F9, the flexural capacity is significantly higher with the stem in tension.
Flexural-torsional buckling for columns: Single-axis symmetry means the governing buckling mode may be flexural-torsional rather than pure flexural per AISC 360 Eq. E4-4.
Connection eccentricity: The centroid is closer to the flange — tension connections must account for the induced bending when the work line differs from the centroidal axis.

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: Tension Capacity — wt2x6_5

Scenario: wt2x6_5 used as a bottom chord member in a roof truss. The member carries axial tension only under the governing load combination.

Given:

wt2x6_5: gross area Ag = 1.91 in²
Steel: Fy = 50 ksi, Fu = 65 ksi
Connection: bolted through the flange with 4 bolts per line (standard holes)

Step 1 — Gross yield (AISC 360 Eq. D2-1):

φTn_yield = 0.9 × Ag × Fy = 0.9 × 1.91 × 50 = 86 kips

Step 2 — Net section fracture:

For bolted connections, deduct bolt holes from Ag: An = Ag − n × dh × tf

The effective net area Ae = U × An depends on the shear lag factor U per AISC 360 Table D3.1.

Check φTn_fracture = 0.75 × Ae × Fu per AISC 360 Eq. D2-2.

Step 3 — Stem-in-tension note:

For WT/ST sections loaded in axial tension, the eccentricity between the centroid and the connection plane introduces a bending moment that should be considered in the connection design. The stem is more flexible than the flange — verify the weld or bolt group can accommodate the induced prying action.

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.