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.

Landslides caused by earthquakes and other natural disasters may cause serious economic and personal losses. Slope protections are usually applied in engineering practice to prevent significant slope slides and damages. Based on the mechanical and ecological requirements on slope protections, this paper put forward a new type of anchor + hinged block ecological slope and carried out shaking table tests on it and other three traditional slope protections for comparing. By shaking table tests, the acceleration amplification factors and Fourier amplitude spectrums of four different slope types are analyzed and compared to verify the suitability of this new slope protection under earthquakes. The results indicated that the natural frequency and the acceleration Fourier amplitude spectrum of the four tested slope protections change according to internal materials. The anchor + hinged block ecological slope has higher natural frequency comparing to traditional slopes, so the resonance cycle from earthquake excitation can effectively be avoided and as a result the anchor + hinged block ecological slope can achieve better seismic performance.

Seismic performance is basically required in precast shear wall. This study focuses on evaluation and improvement on precast shear wall seismic performance. By carrying out the finite‐element simulation on a precast shear wall spatial model with new connector from a practical high‐rise precast residential building, which was named as NPGCS and experimentally tested by low‐cyclic reversed lateral loads in early studies, the performance results including strengths, stiffness, stress, and concrete damage ratio distributions were obtained, and the reliability of NPGCS spatial model was verified. According to the testing results, the finite‐element simulation for the NPGCS spatial model is reliable and relatively accurate, especially for applying contact and beam elements into numerical analysis of precast interfaces and dowel shear actions, respectively. The strengths, stiffness, stress, and concrete damage ratio distributions from the simulation also supported the experimental results and conclusions.

The grouted precast buildings have great economic superiorities and application potentials. With excessively utilized confinement steels, connecting steels, and steel sleeves, their mechanical properties satisfied the strength requirements. But the capacity calculation approach still remains uncertain due to the complexity caused by the joint interface slip and joint gap opening displacement, which can hardly be avoided and lead to an excessive steel configuration. In order to make the design approach of precast grouted shear wall convenient and to achieve economic superiorities and properties advances, this paper proposed a new flexural capacity calculation approach considering joint interface displacements influences and properties improvement by confinement steels. The calculated capacities of example precast shear wall are 553.8 kN, 501.0 kN, and 536.4 kN when only considering confinement improvement, interface slip reduction, and both the improvement and reduction, respectively. By comparing the calculated results with the experimental tested results of 589.4 kN, the accuracy and reasonability of this new calculation approach were verified. Afterward, some requirements on application conditions of this new calculation approach were suggested depending on different precast structure type and seismic area.