Page 105 - JCAU-7-3

Journal of Chinese
Architecture and Urbanism Seismic performance of reinforced SSPWs

lateral load capacity, equivalent hysteretic damping, and displacement required to reestablish the tension field after
energy dissipation. Es’haghioskui et al. (2023) proposed load reversal, a simplified shear panel representation was
a new type of steel plate shear wall designed to resist used, assuming a 45° inclination angle for the tension field.
lateral loads more effectively. In this configuration, tension All applied cycles were considered equivalent to the
field-guiding stiffeners were added, introducing a link most severe loading cycles expected in a multi-story shear
beam. Finite element (FE) modeling (FEM) was adopted wall frame. During closing cycles, the vertical tensile load –
to evaluate the failure modes, revealing that failure was representing the diagonal tension field – was approximately
primarily driven by tension yielding of the steel plate and equal to the yield stress of the plate. Characteristic diagonal
flexural stresses or shear plastic hinge formation at the link tension yield patterns formed at the mid-plane of the wall,
beam ends. Shi et al. (2022) experimentally assessed the with the tension field acting as a diagonal tie. Notably, the
seismic behavior of high-performance steel plate shear reduced moment demand on the moment-resisting frame
walls, concluding that cold-formed steel walls exhibit high in a steel plate shear wall, due to the diagonal bracing effect
shear capacity and stable mechanical behavior. from the tension field, improves structural performance.
Several studies have investigated the influence of Furthermore, the FE model assumes that the primary
various parameters on the seismic performance of steel mechanism resisting story shear is the diagonal tension
frame systems (Chen et al., 2023; Hao et al., 2023; Je Too & field, which develops after the wall plate buckles. In general,
Isoda, 2023; Qiao et al., 2023; Wang et al., 2022; Xing et al., buckling occurs at relatively low lateral loads due to the
2022; Yang et al., 2023; Yu et al., 2023). To incorporate non- large aspect ratio of the plate (relative to its thickness) and
linear material behavior, an approximate elasto-plastic the presence of initial out-of-plane imperfections. The
hysteresis model was developed to account for the effects post-buckling strength of plates has long been considered
of shear buckling, web plate yielding, and surrounding in plate girder web design, largely based on the work of
frame interactions. Basler (1961). When shear walls are modeled this way,
only the pure tension field action is explicitly represented.
Thorburn et al. (1983) recognized that thin-panel steel
plate shear walls buckle under low in-plane shear loads However, it is evident that the actual behavior of steel shear
walls is more complex than this idealized assumption.
but can sustain considerable post-buckling strength.
Their model was based on Wagner’s (1931) pure diagonal Numerous research studies have confirmed the
tension theory, which assumes that story shear resistance is significant influence of stiffeners on the non-linear
governed primarily by diagonal tension fields – a concept performance of steel shear walls. However, the
formalized through the strip model. Later, Mimura and manufacturing and application of multiple horizontal and
Akiyama (1977) developed a method for predicting the vertical stiffeners can present implementation challenges,
hysteretic behavior of unstiffened steel plate shear walls including increased cost and extended construction time
where the plates buckle before reaching shear yield load. compared to unreinforced structures. This study proposes
Their approach separately considered the contributions of stiffening systems with different geometric configurations
the panel and the surrounding frame. The shear buckling to improve the performance of reinforced steel shear
load of the plate was calculated using a pinned boundary walls while minimizing the stiffener ratio. First, the FEM
condition and classical elastic plate buckling theory. For process is detailed, and the proposed model is validated
loads exceeding the elastic buckling threshold, shear using experimental data. Next, the cyclic loading pattern
resistance was assumed to be dominated by a diagonal is explained, followed by pushover analysis performed
tension field, as described by Wagner (1931). on 1-story frames using FE models. Subsequently, the
energy dissipation and failure patterns of 1-story frames
In this model, the plate yield strength and ultimate are assessed. Finally, the effect of the number of stiffeners
shear strength were determined by assuming pure diagonal on the structural performance of reinforced frames is
tension inclined at an angle derived from Wagner’s evaluated by analyzing a set of 3-span, 5-story frames.
formulation. The moment-resisting frame’s contribution
was assessed using an elastoplastic frame analysis, with 2. Methods
the total load–deflection response modeled as the sum
of the contributions from the shear wall and the frame. 2.1. General description and validation of the FE
In addition, the hysteresis model proposed by Mimura analysis model
and Akiyama (1977) incorporated assumptions regarding As previously acknowledged, steel follows an elasto-plastic
hysteretic response. Because the model accounted for stress–strain curve. Since a non-linear material analysis
inelastic stretching of the plate along its diagonal, plate is required, accurately modeling the post-yield behavior
slackening occurred on load reversal. To define the is critical. In this research, an ideal tri-linear model,

Volume 7 Issue 3 (2025) 3 https://doi.org/10.36922/jcau.5781