Determine if a W18x50 ($F_y = 50$ ksi) beam is adequate for shear. It spans 24 feet and carries a service uniform dead load of 0.8 kips/ft and a service uniform live load of 1.2 kips/ft.

Section properties for W18x50:

• $d = 18.0$ in
• $t_w = 0.355$ in
• $h/t_w = 46.6$

A built-up plate girder has a web depth $h = 60$ in and thickness $t_w = 0.5$ in. The steel is $F_y = 50$ ksi. Calculate the nominal shear strength $V_n$ assuming there are no transverse stiffeners (i.e., $k_v = 5.34$).

Check the live load deflection for the W18x50 from Example 1. It spans 24 feet and carries a service live load of 1.2 kips/ft. The allowable live load deflection is $L/360$. $I_x = 800 \text{ in}^4$.

For the same W18x50 beam, check the total load deflection. Dead load is 0.8 kips/ft. Allowable total load deflection is $L/240$.

A W24x68 beam ($F_y = 50$ ksi) is subjected to a concentrated point load from a column resting on its top flange at midspan. The bearing length is $l_b = 6$ in. Determine the nominal strength for Web Yielding. Properties: $d = 23.7 \text{ in}$, $t_w = 0.415 \text{ in}$, $k = 1.18 \text{ in}$.

The same W24x68 beam sits on a bearing pad at the support (edge). The bearing pad length is $l_b = 4$ in. Determine the nominal strength for Web Yielding at the support.

For the W24x68 beam under the midspan load ($l_b = 6$ in), calculate the nominal strength for Web Crippling. Properties: $t_f = 0.585 \text{ in}$, $d = 23.7 \text{ in}$, $t_w = 0.415 \text{ in}$, $F_y = 50$ ksi.

A reaction of $R_u = 120$ kips is applied at the end of a W16x31 beam ($F_y = 50$ ksi). Determine the minimum required bearing length ($l_b$) to prevent web yielding at the edge. Properties: $d = 15.9 \text{ in}$, $t_w = 0.275 \text{ in}$, $k = 0.827 \text{ in}$. $\phi = 1.00$.