Tall steel structures are increasingly common in seismic zones, but their column design relies on splice connections to create tall structures. Bolted splice connections may exhibit greater flexibility during strong earthquake shaking than expected by design. Although the strength characteristics of these connections are defined in guidelines and (some) standards (NZS3404), their stiffness and ductility characteristics are less known. In particular, the moment-rotation performance of column splices significantly affects the seismic response and possibility of an undesirable local or global failure. A series of moment tests were conducted on bolted and welded, bearing column splices across standard, universal column sections (310UC158, 310UC118) tested to failure. In particular, 3 bolted lap splice connections, 1 bolted end plate connection, and 1 welded splice connection. Specimens were quasi-statically tested in a Dartec machine. Flexural performance was assessed using moment-rotation hysteresis loop measurements at the splice to assess strength, stiffness and ductility. The welded splice was the most rigid and strongest, exceeding guidelines. The end plate splice was stronger than existing guidelines expect, and less ductile than the lap splices, which were the most ductile. Lap splice strength also exceeded guideline expectations. Splice connections consistently exceed guideline expected strength and have widely varying stiffness.