Steel fiber-reinforced concrete (SFRC) exhibits superior tensile and flexural strengths, crack resistance, compressive toughness, and ductility. These characteristics make SFRC attractive for precast beam joints, shear-critical regions without stirrups, and retrofitted overlays, thereby enabling composite members. However, the shear and flexural responses of such members often differ from monolithically cast elements. To clarify these effects, nine composite specimens and one cast-in-place control were tested under four-point bending. Key parameters, including load-bearing capacity, failure evolution, and failure modes, were documented, together with load–deformation behavior, reinforcement strains, and concrete deformations. Results showed that horizontal joints reduced shear resistance and altered crack propagation compared to monolithic beams. Incorporating 1.0% hooked-end steel fibers improved both shear and flexural performance. SFRC above the joint was more effective for shear, while SFRC in both zones improved flexure. The fully SFRC specimen without stirrups achieved 63% higher shear capacity than its NC counterpart, with ductility rising from 2.2 to 3.1. A 1.0% fiber dosage provided shear resistance equivalent to D8@200 stirrups, confirming the potential of SFRC to reduce transverse reinforcement. Analytical models, including a fiber beam–column element and strut-and-tie approach, showed reasonable agreement with experiments.

In this paper, a novel T-shaped steel–concrete composite shear wall (TSCCW) is proposed. Low-cycle reciprocating tests were carried out on the TSCCW to investigate its performance in terms of its damage characteristics, hysteretic properties, energy dissipation capacity, stiffness degradation and ductility. A numerical model was established on the basis of the tests, and the correctness of the numerical model was verified. Afterwards, parameters such as shear span ratio, axial load ratio, rebar diameter, steel thickness, concrete strength grade and axial compression position were analyzed. The results show that the shear span ratio has a great influence on the performance of the TSCCW. A reduction in the shear span ratio from 2.1 to 1 reduces its stiffness by 333%. An increase in the axial load ratio will increase the load carrying capacity and stiffness of the TSCCW, and the deformation capacity will first increase and then decrease; it is recommended that the axial load ratio should be taken as 0.4. Increasing the steel thickness will improve the load carrying capacity, stiffness, deformation capacity and energy dissipation capacity of the TSCCW to a certain extent. Increasing the reinforcement diameter has less effect on the seismic performance of the TSCCW.

Prefabricated concrete shear-wall structures are a primary form of prefabricated concrete construction. In this paper, the seismic performance of precast shear walls with frames is studied by experimental methods. The failure characteristics, hysteretic performance, energy dissipation capacity, stiffness degradation, and ductility of the shear wall are mainly analyzed. The results indicate that incorporating various frames into concrete shear walls can significantly enhance the traditional single seismic defense line. The maximum differences between the positive and negative initial stiffnesses of the framed shear wall are 32.6% and 29.7%, respectively. The maximum differences between the positive and negative ductility coefficients compared to the ordinary reinforced concrete shear wall are 15.7% and 20.7%, respectively. The maximum difference in equivalent viscous damping compared to the ordinary reinforced concrete shear wall is 26.5%.