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In The efficiency of the RC core system for buildings that are taller than 35 to 40 story is modestly reduced. In these structures, connecting two towers with an intermediate bridge can be considered as one of the solutions for controlling displacement and also energy dissipation. This paper examines the types of energy needs in a high-rise building of 40 and 60 floors, each of which combines two reinforced concrete core of the same height with a truss bridge. The trusses of the bridge are made by buckling resistant elements. Initially, this structure is designed using the spectral analysis method according to the valid regulations. Then, by constructing a non-linear model of the structure in the PERFORM-3D software and performing a time history analysis under the influence of near and far fault ground motions, kinetic energy, inpute energy, damping energy, and non-elastic energy are studied, and the contribution of the wall and bridge is studied in energy dissipation. Single plastic hinge and extended plastic hinge approaches are considered for the core. In a . single plastic hinge approach, only a plastic joint is allowed at the bottom of the RC core, and the rest of the RC core regions are modeled elastically, and nonlinear time histories analysis is done. In an extended plastic hinge approach, the entire core has the ability to expand plasticity. On average, extended plastic hinge approach approach, the core share is about 48%, and the share of the bridge with buckling resistant members is about 52% of non-elastic energy under the total records applied, and these values are 34% and 66% in the single plastic hinge approach. The trusses of the bridge are made by buckling resistant elements. Initially, this structure is designed using the spectral analysis method according to the valid regulations. Then, by constructing a non-linear model of the structure in the PERFORM-3D software and performing a time history analysis under the influence of near and far fault ground motions, kinetic energy, inpute energy, damping energy, and non-elastic energy are studied, and the contribution of the wall and bridge is studied in energy dissipation. Single plastic hinge and extended plastic hinge approaches are considered for the core. In a . single plastic hinge approach, only a plastic joint is allowed at the bottom of the RC core, and the rest of the RC core regions are modeled elastically, and nonlinear time histories analysis is done. In an extended plastic hinge approach, the entire core has the ability to expand plasticity. On average, extended plastic hinge approach approach, the core share is about 48%, and the share of the bridge with buckling resistant members is about 52% of non-elastic energy under the total records applied, and these values are 34% and 66% in the single plastic hinge approach. In an extended plastic hinge approach, the entire core has the ability to expand plasticity. On average, extended plastic hinge approach approach, the core share is about 48%, and the share of the bridge with buckling resistant members is about 52% of non-elastic energy under the total records applied, and these values are 34% and 66% in the single plastic hinge approach.

Keywords: Bridge, buckling resistant brace, reinforced concrete, non-linear time history analysis.

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