Nowadays, concrete has found a particular situation in building industry as an initial material with appropriate characteristics. During the past decades, with development of the reinforced concrete structures in the world, and requirement of buildings construction in the short time, the usage of the precast concrete structure has been more significant. One of the resisting systems against seismic loading in these buildings is steel bracing with direct connections predicated avance. The reason is easy realization, economic problems, and making the windows in the braced bays in comparison with the bays with shear walls, and also the advantage of weight loss in this system. However, there are not sufficient informations about seismic behaviour of precast concrete structures with steel bracing. Nowadays, the most important part of seismic design of structures is carried out based on equivalent static method and calculation of seismic forces from linear spectrum of an earthquake, with application of a structural reduction factor, which contains the design philosophy. The reduction factor is a coefficient that contains inelastic behaviour and shows hidden resistance and ductility of structures in the inelastic zone. With attention of behaviour factor signification in structural seismic design seems the determination of this factor is necessary. The aim of this research is to determine of behavoiur factor for the precast concrete frames braced by steel elements. For this purpose, the precast concrete frames with three bays have been used. The bays width is equal to 6 meters and the story height is equal to 3 meters. Some parameters like the number of stories (4, 8, 12 stories), the rigidity percentage of frame precast connection of beam to column (0, 25, 50, 75, and 100 %), the number of braced bays (1 or 2 bays), the position of braced bays, the effective stiffness coefficient for the reinforced concrete members, the lateral load pattern, effects of eccentric bracing, and evaluation of 3-dimensional frames on the reduction factor have been investigated (the rigidity percentage of zero stands for hinge connection, and rigidity percentage of 100% stands for rigid connections and rigidity percentages of 25, 50, and 75% stands for semi rigid connections). To receive this goal, the static pushover analyses have been used.