Experimental study on hysteretic behaviors of low-yield point steel plate shear wall frames

초록

Steel plate shear walls (SPSWs) have been widely recognized since the 1970s as an effective lateral load–resisting system for multi- story steel structures due to their lightweight nature, high initial stiffness, and excellent deformation capacity [1–3]. Extensive research has demonstrated that SPSWs can significantly reduce seismic response, improve energy dissipation, and enhance structural ductility. Depending on their configuration, SPSWs may be classified as stiffened and unstiffened [4,5], slotted [6], or composite forms [7], each with distinct structural characteristics. Early investigations in the 1980s emphasized unstiffened SPSWs as a cost-effective alternative to reinforced concrete shear walls and braced frames, capable of resisting lateral loads primarily through diagonal ten sion field action after shear buckling [8,9]. Subsequent experimental and numerical studies examined the role of plate thickness, boundary frame strength, and detailing requirements on SPSW performance [10,11]. Compared with traditional lateral force–resisting systems, SPSWs generally exhibit superior strength, ductility, and energy dissipation capacity, though they remain susceptible to low-cycle fatigue and fracture under cyclic shear demands [12,13]. To address these limitations, analytical and theoretical models have been developed, such as the work of Shin and Kim [14] on two-side clamped SPSWs, which incorporated both buckling and post-buckling mechanisms. In recent decades, the scope of research has broadened to include stiffened SPSWs [15,16], cyclic degradation and fracture mechanisms in unstiffened SPSWs [17], and hybrid or composite systems. One particularly important di rection has been the adoption of advanced steels, especially low-yield point (LYP) steels, to improve ductility and delay buckling.

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