Experiment and numerical analysis on seismic behavior of precast SRC composite tube shear walls

被引：0
|
作者：
Pang R. [1 ]
Liu Y. [1 ]
Liang S. [2 ]
Wang L. [3 ]
Zhao H. [1 ]
机构：
[1] College of Civil Engineering, Henan University of Technology, Zhengzhou
[2] School of Civil Engineering, Southeast University, Nanjing
[3] Architectural Design and Research Institute of Henan Province Co., Ltd., Zhengzhou
来源：
Dongnan Daxue Xuebao (Ziran Kexue Ban)/Journal of Southeast University (Natural Science Edition) | 2022年 / 52卷 / 03期
关键词：
Design suggestion; Failure modes; Numerical analysis; Precast steel-concrete composite tube (SRCT) shear wall; Seismic behavior;
D O I：
10.3969/j.issn.1001-0505.2022.03.007
中图分类号：
学科分类号：
摘要：
An experimental program consisting five precast steel-concrete composite tube (SRCT) SRCT shear wall specimens and one RC shear wall specimen was conducted under low cycle load to evaluate the seismic behavior of the SRCT shear wall. The failure mode, bearing capacity, deformation capacity, and energy dissipation capacity of the test specimens were analyzed. The finite element model of the SRCT shear wall was established by numerical simulation software, and the parametric analysis was carried out. The results show that the SRCT shear wall has high stiffness and bearing capacity, and low degree of concrete damage in the restraint area. With the increase of the thickness of the steel plate, the failure mode changes from the tearing of shape steel and the steel plate to the failure of the connection weld. It is recommended to ensure the welding quality to achieve the expected failure mode. The concrete, U-shaped steel, thin steel plate, and the rebar with stud and tie function in the range of 500 mm from the bottom of the SRCT wall are subject to complex force, and measures should be taken to improve the bearing and deformation capacity. With the increase of the axial compression ratio, the concrete strength and the steel strength, the peak bearing capacity, and the initial stiffness of the SRCT shear wall increase, but the ductility decreases. It is recommended that the axial compression ratio should be less than 0.5. The concrete strength and the steel strength should be restricted under C50 and Q390, respectively. © 2022, Editorial Department of Journal of Southeast University. All right reserved.
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页码：471 / 481
页数：10
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