A fully composite beam floor system is comprised of W18x35 steel beams spaced at $8 \text{ ft}$ on center. The beam spans $30 \text{ ft}$. The concrete slab thickness is $5 \text{ in}$, and its 28-day compressive strength is $f'_c = 4 \text{ ksi}$. The steel beam has a modulus of elasticity $E_s = 29,000 \text{ ksi}$. Determine the effective width of the concrete flange $b_e$ and the transformed width $b_{tr}$. Assume normal-weight concrete ($w_c = 145 \text{ pcf}$).

A composite beam is designed for full composite action. The concrete slab's maximum compressive strength force ($0.85 f'_c A_c$) is $600 \text{ kips}$. The steel beam's yield force ($A_s F_y$) is $450 \text{ kips}$. Each 3/4-inch shear stud anchor has a nominal strength ($Q_n$) of $21.5 \text{ kips}$.

Calculate the total number of shear studs required between the point of maximum positive moment and the support.

During the detailing phase of a composite floor system, the structural engineer realizes there isn't enough physical space on the steel beam flange to fit the required number of shear studs for full composite action. The maximum number of studs that can fit between zero and maximum moment is 15. The single stud strength ($Q_n$) is $21.5 \text{ kips}$. The required $V'$ for full composite action is $450 \text{ kips}$. Determine the percent composite action achieved.

Determine the Plastic Neutral Axis (PNA) location and the nominal plastic moment capacity ($M_n$) for a fully composite W18x35 steel beam ($A_s = 10.3 \text{ in}^2$, $F_y = 50 \text{ ksi}$, depth $d = 17.7 \text{ in}$) and a solid concrete slab ($f'_c = 4 \text{ ksi}$, effective width $b_e = 90 \text{ in}$, thickness $t_c = 5 \text{ in}$). Assume there is no metal deck profile to subtract from the solid concrete area.

Consider a composite section with a W12x26 beam ($A_s = 7.65 \text{ in}^2$, $F_y = 50 \text{ ksi}$, depth $d = 12.2 \text{ in}$, flange width $b_f = 6.49 \text{ in}$, flange thickness $t_f = 0.380 \text{ in}$) and a thin, narrow concrete slab ($f'_c = 3 \text{ ksi}$, $b_e = 30 \text{ in}$, $t_c = 4 \text{ in}$). Determine the location of the PNA.

Calculate the nominal shear strength ($Q_n$) of a single 3/4-inch diameter headed stud anchor ($A_{sc} = 0.442 \text{ in}^2$, $F_u = 65 \text{ ksi}$) embedded in a solid concrete slab ($f'_c = 4 \text{ ksi}$, $w_c = 145 \text{ pcf}$). Since it's a solid slab, assume the reduction factors $R_g$ and $R_p$ are $1.0$.

Recalculate the nominal shear strength ($Q_n$) from Example 6, but assume the concrete is cast on a corrugated metal deck with ribs running perpendicular to the steel beam. There is one stud per rib. According to AISC, for this geometry, $R_g = 1.0$ and $R_p = 0.6$.

Determine the nominal axial compressive strength ($P_n$) of a Concrete-Filled Tube (CFT) composite column. The steel section is an HSS $10\times10\times1/2$ ($A_s = 17.2 \text{ in}^2$, $F_y = 46 \text{ ksi}$). It is filled with normal weight concrete ($f'_c = 5 \text{ ksi}$, $A_c = 81.0 \text{ in}^2$). Assume the column is very short ($KL/r \approx 0$) so that global buckling does not govern, meaning we are finding the cross-section crushing strength $P_{no}$. There is no longitudinal rebar.