Experimental study on seismic performance of assembled steel fully recycled concrete frame structure

In order to study the seismic performance of the assembled steel fully recycled concrete frame-recycled concrete infilled wall structure, a cast-in-place steel reinforced concrete frame (control group) and two assembled steel reinforced recycled concrete frames with a scale ratio of 1: 2. 5 were designed. The mechanical properties such as hysteresis curve, skeleton curve, stiffness degradation, energy dissipation capacity, strength degradation and inter-story displacement angle of assembled steel reinforced fully recycled concrete were investigated by low cyclic loading test. The results show that the failure modes of the assembled steel fully recycled concrete frame and the cast-in-place ordinary concrete frame are similar, both of which are manifested as the failure of the plastic hinge zone at the beam end and the column bottom. The stiffness degradation of prefabricated steel reinforced recycled concrete frame is more obvious than that of cast-in-place ordinary concrete frame, and the maximum reduction is about 62. 54%. The energy dissipation capacity of the prefabricated steel reinforced recycled concrete frame with infill wall is the best, which is about 22. 22% higher than that of the cast-in-place steel reinforced concrete frame. The strength degradation coefficient of cast-in-place ordinary steel reinforced concrete frame and assembled steel reinforced recycled concrete frame is between 0. 89 and 0.91, and the strength degradation coefficient of assembled steel reinforced recycled concrete frame with infilled wall is between 0. 77 and 0. 82. The displacement ductility coefficient of the assembled steel reinforced recycled concrete frame is about 2. 14-4. 63, which is about 118. 40 % higher than that of the cast-in-place ordinary concrete structure. The ultimate inter-story displacement angle of cast-in-place steel ordinary concrete frame and assembled steel recycled concrete frame is between 1/39 and 1/28. The strain test results show that the bearing capacity of the structure is mainly controlled by the normal stress on the section. The plastic hinge begins to form at the beam end, and finally forms at the bottom of the column. The failure belongs to the beam hinge mechanism, which meets the seismic requirements of strong column and weak beam. © 2025 Chinese Vibration Engineering Society. All rights reserved.