In order to design an infrastructure of an elevated bridge, first a target ductility factor d and target natural period Td for the infrastructure are set in connection with an assumed earthquake motion. Subsequently, a yield seismic coefficient for the target ductility factor d and target natural period Td is obtained from a yield seismic coefficient spectrum for the assumed earthquake motion as a design seismic coefficient Kh. On the other hand, a target yield rigidity Kd corresponding to the target natural period Td is obtained. Subsequently, the design seismic coefficient Kh is used to obtain a design horizontal load bearing capacity Hd and a displacement corresponding to the design horizontal load bearing capacity Hd is obtained as a design yield displacement d from the target yield rigidity Kd. Subsequently, the design horizontal load bearing capacity Hd is distributed into a horizontal force Hf to be borne by the RC rigid frame and a horizontal force Hb to be borne by the damper-brace. Next, member sections of the RC rigid frame and the damper-brace are set so that the RC rigid frame and the damper-brace resist the horizontal forces Hf, Hb with ultimate load bearing capacities and displacements corresponding to the horizontal forces Hf, Hb equal the product of the design yield displacement d and target ductility factor d, that is, dd.
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机译：为了设计高架桥梁的基础设施，首先结合假设的地震运动设置基础设施的目标延性因子d和目标自然周期T d 。随后，从假定地震运动的屈服地震系数谱中获得目标延性因子 d 和目标自然周期T d 的屈服地震系数作为设计地震系数K h 。另一方面，获得了对应于目标自然周期T d 的目标屈服刚度K d 。随后，利用设计地震系数K h 获得设计水平承载力H d 和对应于设计水平承载力H d的位移从目标屈服刚度K d 获得作为设计屈服位移 d 。随后，将设计水平承载力H d 分配到要由RC刚性框架承受的水平力H f 和水平力H b < / sub>由阻尼器支架承担。接下来，设置RC刚性框架和阻尼器支架的构件，以使RC刚性框架和阻尼器支架抵抗水平力H f ，H b 极限承载力和位移对应于水平力H f ，H b 等于设计屈服位移 d 与目标延性的乘积因子 d ，即 d d 。
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