Beam Capacity Check

Safety Factors:

Ω = 0.00

φ = 0.00

W-Section Compaction Check:

b / 2tf = 0.00

h / tw = 0.00

Limiting Lateral Unbraced Lengths

Lp = 0.00 ft

Lr = 0.00 ft

Unstiffened Elements

λfp = 0.00

λfr = 0.00

Stiffened Elements

λwp = 0.00

λwr = 0.00

Flange Compactness Check (Table B4.1b)

Flange is !

Web Compactness Check (Table B4.1b)

Web is !

W-Section Properties:

Plastic Section Modulus, Zx = 0.00 in3

Plastic Section Modulus, Zy = 0.00 in3

Elastic Section Modulus, Sx = 0.00 in3

Elastic Section Modulus, Sy = 0.00 in3

Torsional Constant, J = 0.00 in4

Radius of Gyration, rx = 0.00 in

Radius of Gyration, ry = 0.00 in

Effective Radius of Gyration, rts = 0.00 in

Dist. between flange centroids, ho = 0.00 in

Critical Stresses (Fcrx & Fcry):

Fcrx = 0.00 ksi - Eq. F2-4

Fcry = 0.00 ksi - Eq. F6-4

Major Axis Flexural Capacities:

Mnx (Yielding) = 0.00 kip-ft - Eq. F2-1

Mnx (LTB) = 0.00 kip-ft - Eq. F2-2

Mnx (LTB) = 0.00 kip-ft - Eq. F2-3

Mnx (FLB) = 0.00 kip-ft - Eq. F3-1

Mnx (FLB) = 0.00 kip-ft - Eq. F3-2

Minor Axis Flexural Capacities:

Mny (Yielding) = 0.00 kip-ft - Eq. F6-1

Mny (FLB) = 0.00 kip-ft - Eq. F6-2

Mny (FLB) = 0.00 kip-ft - Eq. F6-3

Major Axis Flexural Capacity (Mn):

Mnx = 0.00 kip-ft

Mnx / Ω = 0.00 kip-ft

φ Mnx = 0.00 kip-ft

Minor Axis Flexural Capacity (Mn):

Mny = 0.00 kip-ft

Mny / Ω = 0.00 kip-ft

φ Mny = 0.00 kip-ft