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Li S.,RBS Architecture Engineer Design Associates | Nie J.,Tsinghua University | Liu F.,RBS Architecture Engineer Design Associates | Hu H.,Tsinghua University | And 3 more authors.
Tumu Gongcheng Xuebao/China Civil Engineering Journal | Year: 2013

The core tube of a super high-rise building is used to study the aseismic behavior of a new developed high-strength concrete filled double-steel-plate composite shear wall. Eight 1:7 scaled models and three 1:12 scaled models were tested under cyclic loading. The test parameters were steel content ratios, concrete strength, proportion of steel plates of boundary columns, wall body and shear span. The specimens exhibited high deformation capacities under high axial compressive forces. The average value of the ultimate drift ratios for all the specimens was 1/64. Local buckling of the steel plates was not evident for most specimens, except the specimens with 3 mm steel plate. The horizontal welds between the surface steel plates and the end plates were fractured in the six specimens, which decreased the actual deformation capacities of the specimens. The proposed strength calculation method can give a good and conservative prediction. The anchorage method of the composite shear wall, the connecting configuration between the surface steel plates and the infill concrete are also discussed, and some design recommendations are given. Source

Nie J.,Tsinghua University | Hu H.,Tsinghua University | Li S.,RBS Architecture Engineer Design Associates | Liu F.,RBS Architecture Engineer Design Associates | And 4 more authors.
Jianzhu Jiegou Xuebao/Journal of Building Structures | Year: 2013

This paper presents experimental study on the seismic behavior of steel plate reinforced high-strength concrete composite shear walls with square concrete filled steel tube concealed columns. Three specimens with shear-span ratio of 2.0 and designed axial compression ratio of 0.5 were tested under cyclic loading. The variable parameters were concrete strength and steel ratio. The results indicate that the failure patterns of the tested walls includ fracture of the vertical weld between adjacent steel plates, crushing of the concrete in the concealed columns, local buckling of the outside steel plates. The exposed concrete in the middle of the tested walls don't crack seriously. All the three tested walls exhibite good hysteretic behavior and high energy dissipation capacity. The equivalent viscous damping coefficient at the ultimate state is about 0.22 for all the specimens. The average values of the yield drift angle, ultimate drift angle and ductility factor for the three tested walls are 1/214, 1/58 and 3.77, respectively. The ratio of the top displacement due to flexure deformation and shear deformation kept nearly constant during the whole loading process, and the top displacement due to shear deformation is about 20% of the total top displacement. Source

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