Whats wrong with my fiber hinge response?

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I'm doing a non linear direct integration time history analysis of a reinforced concrete structure in ETABS. I've used for concrete Takeda hysteresis model and for rebar, i've used kinematic hysteresis model. I have applied separately in two different analysis the two components of an earthquake, one in U1 direction (X), and one in U2 direction(Y).

The hinge response in U1 direction makes sense, the other doesn't, is there any reason for this to happen?

Ramon Mata Lemus

Most likely in your second direction you should check the M2 and not the M3

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