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This paper describes the three-dimensional seismic vulnerability assessment of a high-rise steel moment-frame setback tower, designed and detailed per the 2010 ASCE7 and 2010 AISC-341. The performance evaluations are conducted based on nonlinear history analyses under a set of multi-directional strong ground motion records which are scaled to maximum considered earthquake spectrum in accordance with ASCE41-13. Plastic hinge monotonic and hysteretic behavior for prequalified steel reduced beam section connections are obtained from values presented in TBI Guidelines and PEER/ATC72. Hysteretic behaviors are adjusted based on FEMA P440A recommendations to incorporate stiffness and strength degradation in analyses. Plastic rotation demands of the order of 2-4% of a radian and inter-story drift/residual demands close to the order of 0.03/0.01 are created on the basis of median of the records. These values almost coincide to performance at or near ‘collapse prevention’reported in TBI Guidelines. This performance level clarifies the accuracy of response modification coefficient presented in ASCE7-10 for special moment resisting frames. The well-distributed yield pattern along building’s height implies the superior contribution of lateral force-resisting system to control dynamic instability.