PSI - Issue 47

Adriansyah Bagus Aryanto et al. / Procedia Structural Integrity 47 (2023) 159–167 Aryanto et al. / Structural Integrity Procedia 00 (2019) 000 – 000 = + =( + 3.5 2 )ℎ (3) where is the shear buckling displacement of the panel and is the shear displacement of the corrugated panel due to the configuration of the tension field, and is the tension field stress corresponding to the panel yield obtained based on the von-Mises yield criterion. Previous research by Emami et al. (2013) observed the behavior of cyclic loads on trapezoidal corrugated and unstiffened steel shear wall specimens. This research was conducted experimentally. Specimens were formed on a half scale, one floor, and compared from the values of stiffness, strength, ductility ratio, and energy dissipation capacity of three forms of the shear wall, namely unstiffened, trapezoidal vertical corrugated and trapezoidal horizontal corrugated. To simulate earthquake loads and observe cyclic behavior, a quasi-static cyclic test is used that uses a horizontal in-plane load history. The gravity load is neglected, and a displacement load is applied to the top of the specimen. The load circuit applied is displacement control by increasing or decreasing the amplitude (Yu et al., 2022). Therefore, the AC154 protocol was applied to obtain a more logical evaluation of the cyclic behavior (Vigh et al., 2013). During loading, the value of the applied load and the amount of displacement at the top of the specimen is continuously measured. In addition, the displacement transducer measures the amount of deformation at other positions of the specimen where all measurements are made. Recorded by the data logger. The results taken from this study as material for validation are the results of the force-displacement hysteresis on the second specimen, namely the trapezoidal vertical corrugated steel plate shear wall (see Fig. 1). 161 3 3. Research Methodology 3.1. Research for validation

Fig. 1. Illustration of the experimental geometry: (a) trapezoidal vertical corrugated steel plate shear wall (in mm), and (b) location of strain gauges (Emami et al., 2013).

3.2. Geometrical Model In this study, based on research by Emami et al. (2013) geometry is made half scale one floor. The trapezoidal vertical corrugated steel plate shear wall itself consists of several parts. The first part consists of a bottom beam using the HE-B200 specification with a length of 3200 mm with 18 stiffeners, then at the top, there is a beam with a HE B140 specification with a length of 2000 mm with a stiffener of eight. Columns on each side of the infill have a length of 1650 mm. using the HE-B160 specification and are given 4 stiffeners. In addition, there are 2 triangular stiffeners in each column. HEA/HEB steel beams are a very common type of steel profile used. Beams, otherwise known as “H” sections, continental beams, or HEA/HEB, are available in several material classes, the most common being EN 10025 S275 and S355. The H section looks similar to the I section, but the flange is wider (Zhong et al., 2022). Finally, there is an infill plate with a trapezoid shape. For more details, illustrations are given in Figs. 2 and 3.