A W14x90 in compression has $P_r=400\text{ kips}$, $M_{rx}=250\text{ kip-ft}$, $P_c=1000\text{ kips}$, and $M_{cx}=574\text{ kip-ft}$. Assume the moments already include required second-order effects and there is no y-axis moment.

A beam-column has $P_r=45\text{ kips}$, $M_{rx}=150\text{ kip-ft}$, $P_c=500\text{ kips}$, and $M_{cx}=265\text{ kip-ft}$.

A story carries total vertical load $P$ while its floor level translates laterally by $\Delta$.

For an LRFD approximate second-order check, let $P_r=600\text{ kips}$, $P_{e1}=2000\text{ kips}$, $C_m=0.90$, and first-order nontranslation moment $M_{nt}=180\text{ kip-ft}$. There is no translation moment in this isolated example.

For an LRFD approximate second-order check, the story has $\sum P_{nt}=1200\text{ kips}$ and elastic sway buckling strength $\sum P_{e2}=6000\text{ kips}$. First-order translation moment in the member is $M_{lt}=100\text{ kip-ft}$.

Use $B_1=1.20$, $M_{nt}=150\text{ kip-ft}$, $B_2=1.25$, and $M_{lt}=100\text{ kip-ft}$.

Suppose an approximate B1 calculation has $P_r=1050\text{ kips}$ and $P_{e1}=1000\text{ kips}$.

Two engineers analyze the same frame. Engineer A uses a rigorous second-order model with the Direct Analysis Method requirements. Engineer B uses a permitted approximate second-order B1/B2 procedure.