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• Flexural performance of CWFBs with CHCSs was verified by out-of-plane flexural tests. • The CWFBs with CHCSs had shear lag effects in both the tension and compression zones. • The effect of loading method and slab width on CWFB effective width was analyzed. • The equation to calculate the effective width of the CWFB was deduced theoretically. To investigate the flexural performance and effective flange width of composite wide flat beams (CWFBs) with composite hollow core slabs (CHCSs), four CWFB specimens with double-sided CHCSs were tested and analyzed. The test results indicated that all specimens showed typical flexural damage. The CWFB with CHCSs had shear lag effect in both tension and compression zones. Increasing the width of the CHCSs resulted in a greater effective width, stiffness, and load carrying capacity of CWFB with CHCSs. Compared with the three-point loading method, the effective width of CWFB with CHCSs was larger for the four-point loading method and the uniform loading method. In addition, finite element models (FEMs) of the tested specimens in MSC. Marc software were validated by the test results, and 30 FEMs were further analyzed. Finally, the equations for calculating the effective width were obtained for the CWFB with CHCSs under uniform, four-point and three-point loads. [ABSTRACT FROM AUTHOR]

• This study proposed a SC-CRWBB by introduced BRBs at corner and UPTs at center to CRW. • The seismic performance of SC-CRWBB was studied through the quasi-static tests. • The influence of UPTs initial stress and BRB area on residual drift was analyzed. • The hysteretic curve and the required UPTs initial stress were theoretically deduced. A new self-centering controlled rocking wall (CRW) with buckling-restrained braces (BRBs) at the base (SC-CRWBB) is proposed to improve the energy dissipation and self-centering capacities of CRWs. The SC-CRWBB was established by adding unbonded posttensioned tendons (UPTs) at the center and BRBs at two corners of a CRW. The quasi-static test results demonstrated that the proposed SC-CRWBB achieved a satisfactory seismic performance. Structural damage was concentrated in the BRBs, while a few cracks occurred in the surface between the CRW and mortar layer and between the BRBs and CRW. Then, a finite element model (FEM) of the test specimen was created in ABAQUS software to study the influence of the initial stress of the UPTs and sectional area of the BRB core plate on the residual deformation and lateral carrying capacity of the SC-CRWBB. Finally, an analytical method for the investigation of SC-CRWBBs was validated against the test and FE analysis results. [ABSTRACT FROM AUTHOR]

• A new type of superimposed reinforced concrete shear wall with insulation is proposed by integrating the insulation panel into the precast exterior concrete panel to achieve both bearing and insulation capabilities. • The connection method of the longitudinal reinforcement at the horizontal joints of the superimposed reinforced concrete shear wall is indirect splicing on one side and direct splicing on the other side, and the direct splicing area is moved upwards to avoid the horizontal joints. A new type of superimposed reinforced concrete shear wall with insulation (SRCSWI) is proposed in this paper by integrating the insulation panel into the precast exterior concrete panel to achieve both bearing and insulation capabilities. Four full-sized specimens, including one cast-in-place reinforced concrete shear wall (CRCSW), two SRCSWIs and one superimposed reinforced concrete shear wall (SRCSW) without insulation, were designed for use in pseudo-static tests. The test results showed that the failure modes of the SRCSWIs were similar to those of the CRCSW and SRCSW. For the SRCSWI with a lower reinforcement ratio for the boundary elements, fewer cracks occurred in the wall, while the opening width of the cracks in the horizontal joints was relatively large, which means that the plastic deformation of this specimen was concentrated near the horizontal joints. For the SRCSWIs, the precast exterior concrete panel contributed little to the stiffness and carrying capacity of the walls. For the SRCSWI specimens, SRCSW specimen and CRCSW specimen with the same design axial load ratio, the stiffness, ductility and carrying capacity were basically consistent. For the SRCSWI specimen with a lower axial force, the carrying capacity was lower, but the ductility ratio and energy dissipation coefficient were higher than those of the other specimens. Finally, solid finite element (FE) models of the test specimens were established in ABAQUS and validated with the experimental results. The distribution of concrete damage, steel reinforcement stress distribution and hysteretic curves in the numerical analysis were basically consistent with the test results. [ABSTRACT FROM AUTHOR]