Seismic Design of Column Pier for Level 2 Earthquake (1000 year Return Period)
Seismic Design of Column Pier for Level 2 Earthquake (1000 year Return Period)
(OP)
Good Day Sir
May I ask if my procedure in design bridge column pier under seismic at 1000 return period is correct.
From my understanding, the column is designed to resist elastic forces from 500 design earthquake (to obtain Section and Reinforcement), then designed in-elastically for the 1000 design earthquake does this mean that moment elastic force coming from the 1000 design earthquake will not be resisted by the column?. Please correct me if my understanding is not right.
Would appreciate if someone gives a procedure in designing this component.
Thanks in advance guys
May I ask if my procedure in design bridge column pier under seismic at 1000 return period is correct.
From my understanding, the column is designed to resist elastic forces from 500 design earthquake (to obtain Section and Reinforcement), then designed in-elastically for the 1000 design earthquake does this mean that moment elastic force coming from the 1000 design earthquake will not be resisted by the column?. Please correct me if my understanding is not right.
Would appreciate if someone gives a procedure in designing this component.
Thanks in advance guys





