Pore-forming grouted connection characterized with great economic superiorities and application potentials has weaker mechanical properties comparing to the steel sleeve grouted connector. To improve the mechanical properties of pore-forming grouted connector, the NPGCS was generated using welded closure confinement steels in buckle configuration. Experimental tests and finial element analysis of two NPGCS precast shear wall specimens and one cast-in-situ shear wall specimen was carried out to test mechanical performances. Results indicated that the mechanical properties of NPGCS can match the connection requirements even under the adverse effects from grouted interface gap opening and slip. Contributing to the excessive confinement steels, the mechanical properties of NPGCS specimens are better than that of the cast-in-situ specimen. So, according to the suggestions given out in this paper, the NPGCS can be widely applied into precast buildings in certain areas and conditions.

To investigate fire‐resistance behaviors of simple supported reinforced concrete (RC) beams with three faces exposed to fire, six full‐scale specimens were designed in accordance with the principle of “strong bending and weak shearing.” One beam was treated as the control case of room temperature while the other five beams were exposed to high temperature. Parameters related to shear capacity were discussed, such as longitudinal reinforcement ratio and stirrup ratio. The experimental results show that brittle shear failure under room temperature may transfer to shear‐bend failure at high temperature due to thermal expansion and strength degradation of concrete and steel. The greater the longitudinal reinforcement ratio, the longer the failure time of specimens. It indicates that the pinning action of longitudinal reinforcement can significantly improve the shear capacity of beams under high temperature. In addition, the configuration of stirrup reinforcement can effectively reduce the brittle change of vertical deflection when the beam enters the failure stage.

The mechanical properties of concrete and steel are seriously degraded under high temperature, so that reinforced concrete (RC) members after fire may not be able to satisfy the prescribed performance. In this study, 27 full-scale RC beams were carried out shear tests to investigate the shear behaviour after fire. A total of 20 beams were subjected to fire on three sides in accordance with ISO 834 standard fire curve, and the remaining 7 beams (which were not subjected to fire) were employed as a reference. The influences of fire time, stirrup ratio, shear span ratio, longitudinal reinforcement ratio, and preloading (40% loading level) were considered. The experimental results indicated that the shear failure mode of the RC specimens after fire exposure was similar to that of the reference specimens. Both the residual shear load bearing capacity and stiffness of the RC beams decreased after being subjected to fire. The loss of shear bearing capacity increased with the heating time. In addition, the ultimate load bearing capacity of specimens with stirrups subjected to the same fire exposure time decreased with an increasing shear span ratio.