This research proposes a beam-column hinged joint with additional replaceable energy-dissipating elements, which is highly industrialized and fully fabricated. In this structure, steel beam and steel column are hinged with pins, at which corners a replaceable energy dissipation element is added. The energy dissipation element is rigidly connected to the steel column through a section of H-beam and high-strength bolts and is hinged to the steel beam using high-strength bolts. The main materials, such as energy dissipation elements, steel columns, and steel beams, are all steel with a design yield strength of 345 MPa. Under the condition that the vertical clear distance between the energy dissipation element and the steel beam is constant at 0.2 m, and the size and section of the beams and columns remain unchanged, six groups of different test samples are constructed by changing the thickness and the horizontal length of the energy-dissipating element. Through the experimental research and numerical simulation of 6 groups of specimens, the strength, stiffness, ductility, hysteresis curve, energy dissipation coefficient, equivalent viscous damping coefficient, and failure mechanism of the joints are obtained, and the horizontal section of the energy dissipation element is mainly analyzed. The effects of parameters such as the ratio of length to span and its ratio to the linear stiffness of steel beams on the seismic performance of the joints were compared with those of traditional welded steel frame beam-column joints. The research results show that the joints can be fully assembled, the energy-consuming components can be replaced, and the beam-column connection joints can be controlled in practical applications. The deviation between the experimental results and the numerical simulation results is less than 10%, which is in good agreement. The failure mode of the node conforms to the seismic performance concept of “energy-dissipating elements are destroyed first and easily replaced after earthquakes”; when the ratio of the horizontal length to the span of the energy-consuming components is 0.225, and the ratio to the linear stiffness of the steel beam is 0.7, the seismic performance is close to or superior to that of traditional welded steel frame beam-column joints, that is, equal to or better than traditional welded steel frame beam-column joints.

This paper is concerned with the seismic behavior of a superimposed slab shear wall. Based on the test results of the specimens under low cyclic reversal loading, the formulas with respect to the top displacement and capacity of a shear wall in the consecutive loading process are derived. The concrete grade differentiation between the prefabricated layer and the cast-in-site layer of the shear wall is considered to improve the calculating precision. With the help of these equations, the extent of participation of the prefabricated concrete layers in the different loading stages is revealed, demonstrating a great confirmation of the test results. Two ideal conditions, utterly with and without connective effect between a combined interface, are considered to investigate the action of the bond–slip effect. On this basis, the finite element analysis is completed in the framework of OpenSees. Its quadrilinear restoring force model, with the consideration of the stiffness degradation and pinching effect, is established in this paper by various feature points from the theoretical derivation of capacities in different loading stages. The rationality of the restoring force model of the shear wall is testified by the satisfactory agreement of the test results and simulation results.