LOAD CASE 107

Moment in the End of Beams = 38849 kN-mm 343.8137 kips-inch

Beam Details

Depth of Beam = 200 mm 7.874016 inch

Width of Flange of Beam bf = 200 mm 7.874016 inch

Thickness of Flange tf = 11.4 mm 0.448819 inch

Column Detail

Depth of column d = 332 mm 13.07087 inch

Thickness of Web tw = 7.6 mm 0.299213 inch

Thickness of Flange tf = 29.6 mm 1.165354 inch

Compression in the Flange = 194.245 kN 43.70513 kips

Tension in the Flange = 194.245 kN 43.70513 kips

Fyf = 36 ksi

Factory of Safety = 1.2

Cu = 233.094 kN 52.44615 kips

Rn = 6.25 Fyf tf

Rn = 201.438403 45.32364 kips

ɸ = 0.9

ɸRn = 181.294563 kN 40.79128 kips

Note When ɸRn < Cu pair of Stiffners are required else not required.

Required area of Stiffners = 0.32 inch^2 208.8683 mm^2

Min Width 1/3*bf-0.5*tw = 2.474803 inch 62.86 mm

Minimum

Thickness of

Stiffners

= 0.130817 inch 3.322753 mm

Req. Width = 2.474803 inch 62.86 mm

Minimum length 0.5d-tf = 5.370079 inch 136.4 mm

Considering weld thk. = 0.1181 inch 2.99974 mm

Weld length required = 4.43126473 inch 112.5541 mm

Column Internal Stiffners Design

Design as per LRFD Method

Flange Local Buckling

Internal Stiffner Design

Required length of Weld

Stiffeners Required